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SA-RA Energy
Summary: Design of S-2S Type Tower
CALCULATION SHEET
(+3 Body)
Element
Vertical Bracing Hrz. Member
1
Hrz. Bracing
Main Leg
Vertical Bracing
Main Leg
X-arm Hanger X-
2
Verti Mai cal n Brac Leg ing
Vertical Bracing
3
4
FORCES
PROPERTIES
Main Leg
Segment
ANALYSIS and DESIGN SUMMARY
Hrz. Member Hrz. Bracing
Group Label
Compression Tension Control Load Control Load Material Area Material Case Case Quality (cm2)
Origin Joint
End Joint
xorigin
xend
yorigin
yend
zorigin
zend
L(m)
0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.241902 0.283805 0.325707 0.367609 0.409512 0.241902 0.283805 0.325707 0.367609 0.451414 0.493316 0.535219 0.577121 0.619023 0.451414 0.493316 0.535219 0.577121 0.619023 0.682512 0.746 0.682512 0.746
0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 -0.2 -0.2 -0.2 -0.2 0 0 0.2 0.241902 0.283805 0.325707 0.367609 0.2 0.241902 0.283805 0.325707 0.409512 0.451414 0.493316 0.535219 0.577121 0.409512 0.451414 0.493316 0.535219 0.577121 0.619023 0.682512 0.619023 0.682512
0.2 0.2 0.2 0.2 0.2 0.2 0.2 -0.2 0.2 -0.2 0.2 -0.2 0.2 -0.2 0.2 0.2 0.2 0.2 0.2 0.2 -0.2 0.2 0.2 0.2 0.2 0.2 0.241902 0.283805 0.325707 0.367609 0.409512 0.241902 -0.2838 0.325707 -0.36761 0.451414 0.493316 0.535219 0.577121 0.619023 -0.45141 0.493316 -0.53522 0.577121 -0.61902 0.682512 0.746 0.682512 0.746
0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 -0.2 0.2 -0.2 0.2 -0.2 0.2 -0.2 -0.2 -0.2 -0.2 -0.2 -0.2 0.2 -0.2 -0.2 -0.2 1.6 1.6 0.2 0.241902 0.283805 0.325707 0.367609 -0.2 0.241902 -0.2838 0.325707 0.409512 0.451414 0.493316 0.535219 0.577121 0.409512 -0.45141 0.493316 -0.53522 0.577121 0.619023 0.682512 -0.61902 -0.68251
17.5 16.6 15.7 15.2 14.3 13.4 12.9 17.5 16.6 15.7 15.2 14.3 13.4 12.9 18 17.5 15.7 15.2 13.4 12.9 18 17.5 15.2 12.9 13.4 12.9 11.91 10.92 9.93 8.94 7.95 11.91 10.92 9.93 8.94 6.96 5.97 4.98 3.99 3 6.96 5.97 4.98 3.99 3 1.5 0 1.5 0
18 17.5 16.6 15.7 15.2 14.3 13.4 18 17.5 16.6 15.7 15.2 14.3 13.4 18 17.5 15.7 15.7 13.4 12.9 18 17.5 15.2 12.9 12.9 12.9 12.9 11.91 10.92 9.93 8.94 12.9 11.91 10.92 9.93 7.95 6.96 5.97 4.98 3.99 7.95 6.96 5.97 4.98 3.99 3 1.5 3 1.5
0.500 0.900 0.900 0.500 0.900 0.900 0.500 0.640 0.985 0.985 0.640 0.985 0.985 0.640 0.400 0.400 0.400 0.640 0.400 0.400 0.566 0.566 0.566 0.566 1.500 1.414 0.992 0.992 0.992 0.992 0.992 1.085 1.122 1.163 1.209 0.992 0.992 0.992 0.992 0.992 1.313 1.369 1.428 1.490 1.553 1.503 1.503 1.987 2.072
3 9 11 14 20 22 25 4 10 12 15 21 23 26 1 5 13 15 24 27 2 6 17 28 7 8 31 33 35 37 39 32 34 36 38 41 43 45 47 49 42 44 46 48 50 53 55 54 56
8 8 1 1 1 1 1 8 1 2 3 1 1 1 8 8 5 3 1 6 0 4 5 4 4 8 1 1 1 1 1 1 4 1 4 1 1 1 1 1 4 1 4 1 4 1 1 1 2
8 8 2 2 2 2 2 8 2 1 13 2 2 2 8 8 5 13 5 1 5 15 15 15 8 15 2 2 2 2 2 15 1 14 1 2 2 2 2 2 1 14 1 14 2 2 2 2 1
L60*60*4 L60*60*4 L60*60*4 L60*60*4 L60*60*4 L60*60*4 L60*60*4 L40*40*3 L35*35*3 L35*35*3 L35*35*3 L40*40*4 L40*40*4 L45*45*4 L35*35*3 L35*35*3 L35*35*3 L35*35*3 L35*35*3 L35*35*3 L35*35*3 L35*35*3 L35*35*3 L35*35*3 L35*35*3 L45*45*4 L75*75*5 L75*75*5 L75*75*5 L75*75*5 L75*75*5 L45*45*4 L40*40*4 L40*40*4 L40*40*3 L75*75*6 L75*75*6 L75*75*6 L75*75*6 L75*75*6 L40*40*3 L40*40*3 L40*40*3 L40*40*3 L40*40*3 L80*80*7 L80*80*7 L35*35*3 L35*35*3
S355 S355 S355 S355 S355 S355 S355 S355 S275 S275 S275 S355 S355 S275 S275 S275 S275 S275 S275 S275 S275 S275 S275 S275 S275 S275 S355 S355 S355 S355 S355 S355 S275 S275 S275 S355 S355 S355 S355 S355 S275 S275 S275 S275 S275 S355 S355 S275 S275
4.71 4.71 4.71 4.71 4.71 4.71 4.71 2.35 2.04 2.04 2.04 3.08 3.08 3.49 2.04 2.04 2.04 2.04 2.04 2.04 2.04 2.04 2.04 2.04 2.04 3.49 7.36 7.36 7.36 7.36 7.36 3.49 3.08 3.08 2.35 8.75 8.75 8.75 8.75 8.75 2.35 2.35 2.35 2.35 2.35 10.8 10.8 2.04 2.04
17S 16S 15S 14S 13S 12S 11P 17X 16S 15X 14S 13X 12S 11X 18P 17S 15S 14S 12S 11P 18X 17S 14S 11P 12S 11P 10S 9S 8S 7S 6S 10S 9X 8S 7X 5S 4S 3S 2S 23S 5X 4S 3X 2S 23X 22S 1P 22S 1P
18P 17S 16S 15S 14S 13S 12S 18P 17X 16S 15X 14S 13X 12S 18X 17X 15X 15X 12X 11X 18Y 17XY 14XY 11XY 19P 19P 11P 10S 9S 8S 7S 11X 10S 9X 8S 6S 5S 4S 3S 2S 6S 5X 4S 3X 2S 23S 22S 23X 22X
51
2
1
L40*40*3
S355
2.35
23S
23X
0.619023 0.619023 0.619023 -0.61902
3
3
1.238
52
0
14
L40*40*3
S275
2.35
23S
23XY
0.619023 -0.61902 0.619023 -0.61902
3
3
1.751
Effective Effective Effective Compressi Tension Ratio RLX Ratio RLY Ratio RLZ Length- Length- Length- rx (cm) ry (cm) rz (cm) on (kN) (kN) KLx (m) KLy (m) KLz (m) 1 2 2 1 2 2 1 1 1 1 1 1 1 1 1 1 1 1 1 1 0.5 0.5 0.5 0.5 0.5 0.5 2 2 2 2 2 1 1 1 1 2 2 2 2 2 1 1 1 1 1 1 1 0.5 0.5
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 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 0.76 0.76
1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 0.5 0.5 0.5 0.5 0.5 0.5 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 0.5 0.5
1
1
1
0.5
1
0.5
kL/r
COMPRESSI Compres Actual sion Stress Capacity 2 (N/mm ) (kN) 46.8 146.8 48.8 95.1 55.4 95.1 74.1 146.8 132.2 95.1 188.2 95.1 222.0 146.8 95.7 46.3 63.8 19.8 64.0 19.8 67.4 34.4 95.5 39.3 95.8 39.3 58.2 65.9 16.1 40.9 60.5 40.9 5.8 40.9 67.4 34.4 11.0 40.9 50.0 40.9 0.0 0.0 14.6 41.9 10.6 41.9 23.1 41.9 16.6 22.3 42.6 60.9 169.0 170.9 187.8 170.9 202.5 170.9 213.6 170.9 224.7 170.9 59.1 46.7 76.3 30.3 37.2 28.2 62.3 19.9 197.6 208.1 204.8 208.1 210.8 208.1 215.7 208.1 220.1 208.1 43.7 16.9 35.9 15.5 33.3 14.3 27.4 13.1 27.0 12.1 180.7 230.2 189.4 230.2 26.3 19.4 22.1 17.9
0.500 1.800 1.800 0.500 1.800 1.800 0.500 0.640 0.985 0.985 0.640 0.985 0.985 0.640 0.400 0.400 0.400 0.640 0.400 0.400 0.283 0.283 0.283 0.283 0.750 0.707 1.984 1.984 1.984 1.984 1.984 1.085 1.122 1.163 1.209 1.984 1.984 1.984 1.984 1.984 1.313 1.369 1.428 1.490 1.553 1.503 1.503 0.993 1.036
0.500 0.900 0.900 0.500 0.900 0.900 0.500 0.640 0.985 0.985 0.640 0.985 0.985 0.640 0.400 0.400 0.400 0.640 0.400 0.400 0.566 0.566 0.566 0.566 1.500 1.414 0.992 0.992 0.992 0.992 0.992 1.085 1.122 1.163 1.209 0.992 0.992 0.992 0.992 0.992 1.313 1.369 1.428 1.490 1.553 1.503 1.503 1.510 1.575
0.500 0.900 0.900 0.500 0.900 0.900 0.500 0.640 0.985 0.985 0.640 0.985 0.985 0.640 0.400 0.400 0.400 0.640 0.400 0.400 0.283 0.283 0.283 0.283 0.750 0.707 0.992 0.992 0.992 0.992 0.992 1.085 1.122 1.163 1.209 0.992 0.992 0.992 0.992 0.992 1.313 1.369 1.428 1.490 1.553 1.503 1.503 0.993 1.036
1.83 1.83 1.83 1.83 1.83 1.83 1.83 1.21 1.06 1.06 1.06 1.21 1.21 1.36 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.36 2.29 2.29 2.29 2.29 2.29 1.36 1.21 1.21 1.21 2.28 2.28 2.28 2.28 2.28 1.21 1.21 1.21 1.21 1.21 2.44 2.44 1.06 1.06
1.83 1.83 1.83 1.83 1.83 1.83 1.83 1.21 1.06 1.06 1.06 1.21 1.21 1.36 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.36 2.29 2.29 2.29 2.29 2.29 1.36 1.21 1.21 1.21 2.28 2.28 2.28 2.28 2.28 1.21 1.21 1.21 1.21 1.21 2.44 2.44 1.06 1.06
1.18 1.18 1.18 1.18 1.18 1.18 1.18 0.78 0.68 0.68 0.68 0.78 0.78 0.88 0.68 0.68 0.68 0.68 0.68 0.68 0.68 0.68 0.68 0.68 0.68 0.88 1.48 1.48 1.48 1.48 1.48 0.88 0.78 0.78 0.78 1.47 1.47 1.47 1.47 1.47 0.78 0.78 0.78 0.78 0.78 1.57 1.57 0.68 0.68
22.05 22.98 26.08 34.90 62.25 88.63 104.59 22.49 13.01 13.06 13.74 29.41 29.50 20.32 3.28 12.35 1.19 13.74 2.25 10.21 0.00 2.98 2.16 4.71 3.39 14.86 124.42 138.25 149.02 157.19 165.41 20.63 23.49 11.45 14.63 172.89 179.17 184.45 188.69 192.56 10.27 8.43 7.82 6.45 6.35 195.18 204.53 5.37 4.51
17.398 17.342 22.478 28.519 54.586 81.629 94.705 21.772 12.841 13.052 12.93 29.189 29.37 18.718 13.216 3.665 9.232 12.93 9.493 4.343 2.402 0.00014 2.901 0.00067 15.756 4.125 112.845 127.038 136.885 145.157 152.888 30.631 14.704 18.391 10.298 160.101 166.089 170.9 175.035 178.287 9.713 8.902 7.207 6.91 5.78 180.769 188.959 5.205 4.489
42.37 98.36 98.36 42.37 98.36 98.36 42.37 82.09 144.84 144.84 94.16 126.27 126.27 72.76 58.82 58.82 58.82 94.16 58.82 58.82 0 53.37 53.37 53.37 141.51 103.99 86.62 86.62 86.62 86.62 86.62 123.29 143.81 149.15 155.05 87 87 87 87 87 168.29 175.52 183.1 190.98 199.14 95.71 95.71 146.1 152.38
1.238
1.238
1.238
1.21
1.21
0.78
2.25
2.357
158.72
9.6
19.0
0.875
1.751
0.875
1.21
1.21
0.78
0.00
1.194
0
0.0
0.0
Prepared By: SA-RA Project Dept. Date: Project: 33kV Double Circuit Medium Span Towers
DESIGN SUMMARY Page 1/2
SA-RA Energy
Summary: Design of S-2S Type Tower
ION Element
Hrz. Member
1
Vertical Bracing
Main Leg
Segment
CALCULATION SHEET
Hrz. Bracing
Main Leg
Vertical Bracing
2
Main Leg
X-arm Hanger X-
4
Verti Mai cal n Brac Leg ing
Vertical Bracing
3
Hrz. Member Hrz. Bracing
(+3 Body)
BOLTS
TENSION Actual Ultimate Actual / Stress Stress Grade Ultimate 2 2 (N/mm ) (N/mm )
Group Label
Ultimate Stress (N/mm 2)
Actual / Ultimate
(mm )
3 9 11 14 20 22 25 4 10 12 15 21 23 26 1 5 13 15 24 27 2 6 17 28 7 8 31 33 35 37 39 32 34 36 38 41 43 45 47 49 42 44 46 48 50 53 55 54 56
311.7 201.9 201.9 311.7 201.9 201.9 311.7 196.9 97.0 97.0 168.5 127.6 127.6 188.7 200.7 200.7 200.7 168.5 200.7 200.7 0.0 205.2 205.2 205.2 109.3 174.5 232.2 232.2 232.2 232.2 232.2 133.9 98.4 91.5 84.7 237.8 237.8 237.8 237.8 237.8 71.9 66.1 60.7 55.8 51.3 213.2 213.2 95.3 87.6
0.15 0.24 0.27 0.24 0.65 0.93 0.71 0.49 0.66 0.66 0.40 0.75 0.75 0.31 0.08 0.30 0.03 0.40 0.05 0.25 0.00 0.07 0.05 0.11 0.15 0.24 0.73 0.81 0.87 0.92 0.97 0.44 0.78 0.41 0.74 0.83 0.86 0.89 0.91 0.93 0.61 0.54 0.55 0.49 0.53 0.85 0.89 0.28 0.25
331 331 331 331 331 331 331 194.5 163.5 163.5 163.5 254 254 295 163.5 163.5 163.5 163.5 163.5 163.5 163.5 163.5 163.5 163.5 163.5 295 473.5 473.5 473.5 473.5 473.5 295 254 254 194.5 560 560 560 560 560 194.5 194.5 194.5 194.5 194.5 590 590 163.5 163.5
52.6 52.4 67.9 86.2 164.9 246.6 286.1 111.9 78.5 79.8 79.1 114.9 115.6 63.5 80.8 22.4 56.5 79.1 58.1 26.6 14.7 0.0 17.7 0.0 96.4 14.0 238.3 268.3 289.1 306.6 322.9 103.8 57.9 72.4 52.9 285.9 296.6 305.2 312.6 318.4 49.9 45.8 37.1 35.5 29.7 306.4 320.3 31.8 27.5
355 355 355 355 355 355 355 319.5 247.5 247.5 247.5 319.5 319.5 247.5 247.5 247.5 247.5 247.5 247.5 247.5 247.5 247.5 247.5 247.5 247.5 247.5 355 355 355 355 355 319.5 247.5 247.5 247.5 355 355 355 355 355 247.5 247.5 247.5 247.5 247.5 355 355 247.5 247.5
0.15 0.15 0.19 0.24 0.46 0.69 0.81 0.35 0.32 0.32 0.32 0.36 0.36 0.26 0.33 0.09 0.23 0.32 0.23 0.11 0.06 0.00 0.07 0.00 0.39 0.06 0.67 0.76 0.81 0.86 0.91 0.32 0.23 0.29 0.21 0.81 0.84 0.86 0.88 0.90 0.20 0.18 0.15 0.14 0.12 0.86 0.90 0.13 0.11
51
80.8
0.12
194.5
12.1
319.5
52
0.0
0.00
194.5
6.1
247.5
An 2
Bolt Type
No of Bolts
Shear Capacity (kN)
Bearing Capacity (kN)
Max of Forces / Shear
Max of Forces / Bearing
5.8 5.8 5.8 5.8 5.8 5.8 5.8 5.8 5.8 5.8 5.8 5.8 5.8 5.8 5.8 5.8 5.8 5.8 5.8 5.8 5.8 5.8 5.8 5.8 5.8 5.8 5.8 5.8 5.8 5.8 5.8 5.8 5.8 5.8 5.8 5.8 5.8 5.8 5.8 5.8 5.8 5.8 5.8 5.8 5.8 5.8 5.8 5.8 5.8
M-16 M-16 M-16 M-16 M-16 M-16 M-16 M-12 M-12 M-12 M-12 M-12 M-12 M-12 M-12 M-12 M-12 M-12 M-12 M-12 M-12 M-12 M-12 M-12 M-12 M-12 M-16 M-16 M-16 M-16 M-16 M-12 M-12 M-12 M-12 M-16 M-16 M-16 M-16 M-16 M-12 M-12 M-12 M-12 M-12 M-16 M-16 M-12 M-12
4 4 4 4 4 4 4 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 6 6 6 6 6 1 1 1 1 6 6 6 6 6 1 1 1 1 1 8 8 1 1
483 483 483 483 483 483 483 34 34 34 34 34 34 34 34 34 34 34 34 34 34 34 34 34 34 34 724 724 724 724 724 34 34 34 34 724 724 724 724 724 34 34 34 34 34 965 965 34 34
180.48 180.48 180.48 180.48 180.48 180.48 180.48 25.38 22.14 22.14 22.14 33.84 33.84 29.52 22.14 22.14 22.14 22.14 22.14 22.14 22.14 22.14 22.14 22.14 22.14 29.52 338.4 338.4 338.4 338.4 338.4 33.84 29.52 29.52 22.14 406.08 406.08 406.08 406.08 406.08 22.14 22.14 22.14 22.14 22.14 631.68 631.68 22.14 22.14
0.05 0.05 0.05 0.07 0.13 0.18 0.22 0.66 0.38 0.38 0.41 0.87 0.87 0.60 0.39 0.36 0.27 0.41 0.28 0.30 0.07 0.09 0.09 0.14 0.46 0.44 0.17 0.19 0.21 0.22 0.23 0.90 0.69 0.54 0.43 0.24 0.25 0.25 0.26 0.27 0.30 0.26 0.23 0.20 0.19 0.20 0.21 0.16 0.13
0.12 0.13 0.14 0.19 0.34 0.49 0.58 0.89 0.59 0.59 0.62 0.87 0.87 0.69 0.60 0.56 0.42 0.62 0.43 0.46 0.11 0.13 0.13 0.21 0.71 0.50 0.37 0.41 0.44 0.46 0.49 0.91 0.80 0.62 0.66 0.43 0.44 0.45 0.46 0.47 0.46 0.40 0.35 0.31 0.29 0.31 0.32 0.24 0.20
0.04
5.8
M-12
1
34
25.38
0.07
0.09
0.02
5.8
M-12
1
34
22.14
0.04
0.05
Prepared By: SA-RA Project Dept. Date: Project: 33kV Double Circuit Medium Span Towers
DESIGN SUMMARY Page 2/2
SA-RA Energy
CALCULATION SHEET
Subject: Design of S-2S Type
CONTENTS 1- Introduction 2- Tower Outline Drawing 3- Load Calculations and Analysis Results i. ii. iii. iv. v.
Conductor Load Calculations & Load Trees Wind Load Calculations Joint & Member Description Drawing Summary of Analysis Results Detailed Analysis Results
4- Foundation Calculations a. Reactions b. Calculations c. Drawings 5- Test Loading Trees
Project: 33kV Double Circuit Medium Span Towers
Prepared By: SA-RA Project Dept. Date: 30.05.06
Tower
SA-RA Energy
CALCULATION SHEET
INTRODUCTION
Project:
Prepared By: Date:
Subject:
SA-RA Energy
CALCULATION SHEET
Subject: Design of S-2S Type Tower
INTRODUCTION a- Purpose: The purpose of this document is to design a self support square lattice tower to be used in 33kV Medium Span Overhead Transmission Line network. b- Scope: In this project suspension type – named as “S-2S +3BODY” –
tower which has
18.00m height is designed. As it will be used in double circuit network, “2” stands for double circuit. Cross arm length and clearances – as shown in the outline –
is
determined according to the specification no: D-43 submitted by Commission of Electricity, Planning & Studies Division. After all statical and design calculations of towers completed foundation design is done. For suspension type tower there are 3 types of foundations for different soil conditions. c- Design Criteria and Load Cases: All the loads applied on the tower are calculated according to the the specification no D-43. These loads are arranged in load combinations and given in the load trees. They are submitted in the following pages. d- About Software Used: The design is done by “TOWER” software. It is one of several programs developed by “Power Line Systems” for the analysis and design of transmission and communication structures. For tranmission line towers, design checks are made according to ASCE 10-90 (Design of Latticed Steel Transmission Structures). The programme calculates stressess in each member and compares them to allowable values. Design loads for towers are described by climatic conditions (combination of wind, ice and temperature), load factors and conductor. “TOWER” uses classical concepts of finite element analysis to determine the axial forces and stresses in each tower component under various load cases. These forces are then compared to allowable values according to ASCE 10 Manual. The mathematical model created by “TOWER” is a collection of joints (or nodes) interconnected by straight members (or elements).
Project: 33kV Double Circuit Medium Span Towers
Prepared By: SA-RA Project Dept. Date: 30.05.06
INTRODUCTION Page 1/2
SA-RA Energy
CALCULATION SHEET
Subject: Design of S-2S Type Tower
e- Materials of Design: The following strength values are used in the design calculations:
Steel Angles and Plates: Mild Steel – S275: Ultimate Tensile Strength: 410MPa Yield Strength: 275MPa High Tensile Steel – S355: (Denoted as “H”) Ultimate Tensile Strength: 470MPa Yield Strength: 355MPa
Bolts: Ultimate tensile strength (Gr5.8): 500MPa Yield strength (Gr5.8): 400MPa Ultimate shear strength (Gr5.8): 300MPa Ultimate bearing capacity (Gr5.8): 750MPa
Design Specifications: ASCE Manual No: 52 “Guide for Design of Latticed Steel Transmission Towers” ANSI/ASCE 10-90: “Design of Latticed Steel Transmission Structures” ASCE Manual No: 74 “Guidelines for Electrical Transmission Line Structural Loading”
Slenderness Ratio Limits of Tower Members: As per specification of ASCE Manual No:52 Main members (legs): 120 Other load carrying members (bracings): 200 Redundant members: 250 Tension-only members: 375
Minimum Material Thicknesses: Leg members, compression chords of cross arms and earth wire peak: 4mm Other members: 3mm Redundant members: 3mm Gusset Plates: 5mm Minimum bolt diameter: 12mm
Project: 33kV Double Circuit Medium Span Towers
Prepared By: SA-RA Project Dept. Date: 30.05.06
INTRODUCTION Page 2/2
SA-RA Energy
CALCULATION SHEET
Subject:
TOWER OUTLINE DRAWING
Project:
Prepared By: Date:
SA-RA Energy
CALCULATION SHEET
Subject:
LOAD CALCULATIONS AND ANALYSIS RESULTS
Project:
Prepared By: Date:
SA-RA Energy
CALCULATION SHEET
Subject:
Conductor Load Calculations & Load Trees
Project:
Prepared By: Date:
SA-RA ENERGY, CONSTRUCTION, TRADE&INDUSTRY CO.INC.
TOWER TYPES AND DESIGN SPANS
33 kV. Double circuit Transmission line ;
Description of Tower
Ruling
Tower type
Design Angle (°)
S-2S
0
Tangent
S-2T
0 20
S-2H
0 65
S-2SC
0
S-2TC
0 20
S-2HC
0 65
S-2RCS
SPANS ( in meters ) Wind Span Weight Span Angle
Tangent
Conductor
150
0
210
225
Small Angle Tension
150
210
210
225
Large angle Tension
150
210
210
225
Tangent
250
0
350
375
Small Angle Tension
250
350
350
375
Large angle Tension
250
350
350
375
0
Tangent
400
0
560
600 -150
S-2AT
0 20
Anchor
150
210
210
225 -150
S-2RC
0
Tangent
600
0
840
900 -150
S-2ARC
0 20
Anchor
300
420
420
450 -150
MINIMUM FACTOR OF SAFETY Normal Condition Exceptional Case
33kV Transmission Line
For TOWER Structure 1.50 1.10
Double Circuit Suspension Tower for Medium Span " S-2S "
For Foundation 1.50 1.10 Revision a b c d
Page No. 2
SA-RA ENERGY, CONSTRUCTION, TRADE&INDUSTRY CO.INC.
CONDUCTOR AND SHIELD WIRE DATA
CONDUCTOR Reference Standard Material Code Name Stranding Total area Diameter Weight Ultimate strength Final modulus of elasticity Coefficient of linear exp. Dc Resistance , 20°C
ACSR 210/35 7/26 mm2 mm Kg / m daN Kg/mm2 1 / °C ohm/km
243.2 20.3 0.85 7490 7700 1.89E-05 0.138
Specific Creepage
24 SUSPENSION
mm / kV TENSION
STRING TYPE
m Kg
Single 70 3 1.00 30
Double 70 2*3 1.00 60
Single 70 4 1.30 40
Double 70 2*4 1.30 80
Wind load on insulator string
Kg
25
50
30
60
Weight of lineman and tools
Kg
Elec. & Mechanical failing load No. of insulator units in string Length of one string Weight of insulator string
kN
Basic span :
M.W.T
EDS
M.Sag
100
150 m.
Condition Temp. °C
100
R.ice mm.
CONDUCTOR Wind Kg/m2
Weight Kg/m
Tension Kg
Sag m.
-5 15 15 0 23 45
0 0 0 0 0
75 0 0 0 0
0.850 1.744 0.850 0.850 0.850
1.692 1.851 1.189 1.086 878
1.41 2.65 2.01 #SAYI/0! 2.20 2.72
75
0
0
0.850
707
3.38
33kV Transmission Line
Double Circuit Suspension Tower for Medium Span " S-2S "
Revision a b c d
Page No. 3
SA-RA ENERGY, CONSTRUCTION, TRADE&INDUSTRY CO.INC.
SAG AND TENSION DATA FOR ACSR CONDUCTOR
STARTING CONDITION Ruling span Temperature Radial Ice Ice density Wind pressure Max. W. Tension
Description
= = = = = =
CONDUCTOR DATA 150 -5 9.475 0.917 2.100
m. °C cm kg/dm3 Kg / m2 Kg
Temperature °C
Max. Working Tension
Span a1, 45 ° wind Span a2, 45 ° wind
Everyday tension
Max. Sag
Direk boyu konsol altından =
Cond. Dia. Unit weight Cross Section Ultimate strength Coeff. of Exp. Modulus of Elas.
Wind Pressure Kg / m2
= 20.3 = 0.85 = 243.20 = 7.638 = 0.0000189 = 7.700
Final Tension Kg
Unit weight Kg / m
-12 -5 -12 15 15 15
0.0 0.0 0.0 75.0 53.0 53.0
0.850 1.661 0.850 1.744 1.372 1.372
5
0.0
0.850
10
0.850
15 20 23
0.850 0.850 0.850
25 30 35 40 45 50 75
0.850 0.850 0.850 0.850 0.850 0.850 0.850
1.692 2.100 1.692 1.851 1.594 1.594 1.346 1.264 1.189 1.123 1.086 1.063 1.009 960 917 878 842 707
Final Sag m. 1.41 2.23 1.41 2.65 2.42 2.42 1.78 1.89 2.01 2.13 2.20 2.25 2.37 2.49 2.61 2.72 2.84 3.38
10.38
Revision 33kV Transmission Line
mm. Kg/m mm2 Kg 1/°C Kg / mm2
Double Circuit Suspension Tower for Medium Span " S-2S "
a b c d
Page No. 4
SA-RA ENERGY, CONSTRUCTION, TRADE&INDUSTRY CO.INC. Tower rating : Basic Span Line angle : Wind span NORMAL CONDITIONS-1 ; CONDUCTOR : Max weight span Weight of Conductor Weight of D. Susp. set
Min weight span Weight of Conductor Weight of S. Susp. set
EXTERNAL LOADS
= = =
150 0 210
Weight span ( Max. ) Weight span ( Min. )
= =
225 156
m. m.
VERTICAL LOADS (Max. Weight span) +15C
= =
= =
0.85 *
0.85 *
NORMAL CONDITIONS-1 ; CONDUCTOR :
Wind on Conductor Wind on D. Susp. set Angle pull
m. ° m.
225
= =
156
191 60 251
Kg
133 30 163
Kg
320 50 370
Kg
=
-
Kg
= = =
160 35 195
Kg
= =
TRANSVERSE LOADS (Max. Weight span) +15C
= = =
75.0 * 2 *
NORMAL CONDITIONS-1 ;
20.3 * 1.E-03 1.851 *
Sin
*
210
(
-
= = =
)
LONGITUDINAL LOADS (Max. Weight span) +15C
CONDUCTOR :
*
NORMAL CONDITION 1.1 , YAWED WIND OF 45° ;
-
TRANSVERSE LOADS
CONDUCTOR :
Wind load on Conductor
=
Wind on D. Susp. set Angle pull
= =
1.077 * { 0.5 * a1 * Sin ( 45 0.5 * a2 *Sin ( 45 0 )} * Cos (
1.594 +
1594 ) * Sin (
NORMAL CONDITION 1.1 , YAWED WIND OF 45° ; CONDUCTOR : Wind load on Conductor
=
Wind on D. Susp. set Angle pull
= =
1.594 -
0 0
) )
0
)
+
LONGITUDINAL LOADS
1.077 * { 0.5 * a1 * Sin ( 45 0.5 * a2 *Sin ( 45 0 )} * Sin (
+ (
1.594 ) * Cos
+ (
0 0
) )
(
0
)
= = =
35 35
Revision 33kV Transmission Line
Double Circuit Suspension Tower for Medium Span " S-2S "
a b c d
Kg
Page No. 5
SA-RA ENERGY, CONSTRUCTION, TRADE&INDUSTRY CO.INC. Tower rating : Basic Span Line angle : Wind span
EXTERNAL LOADS
= = =
150 0 210
NORMAL CONDITIONS-2 ;
m. ° m.
Weight span ( Max. ) Weight span ( Min. )
= =
225 156
m. m.
VERTICAL LOADS (Max. Weight span) with ice -5C
CONDUCTOR : Weight of Conductor Weight of D. Susp. set
= =
1.661 *
NORMAL CONDITIONS-2 ;
225
= =
374 60 434
Kg
-
Kg
-
Kg
TRANSVERSE LOADS (Max. Weight span) with ice -5C
CONDUCTOR :
Wind on Conductor Wind on D. Susp. set Angle pull
= = =
0.0 * 2 *
NORMAL CONDITIONS-2 ;
20.3 * 1.E-03 2.100 *
Sin
*
210
(
-
= = =
)
LONGITUDINAL LOADS (Max. Weight span) with ice -5C
CONDUCTOR :
=
NORMAL CONDITIONS-3 ;
VERTICAL LOADS (Max. Weight span) Max Wind +15C
CONDUCTOR : Weight of Conductor Weight of D. Susp. set
= =
NORMAL CONDITIONS-3 ;
0.85 *
225
= =
191 60 251
Kg
-
Kg
TRANSVERSE LOADS (Max. Weight span) Max wind Log. Direction
CONDUCTOR : Wind on Conductor Wind on D. Susp. set Angle pull
= = =
NORMAL CONDITIONS-3 ;
0.0 * 2 *
20.3 * 1.E-03 1.189 *
Sin
*
210
(
-
= = =
)
Long LOADS (Max. Weight span) Max wind Log. Direction
CONDUCTOR : %40(Trans.Wind on Conduc) Wind on D. Susp. set
= =
40% *
370
= =
128 20 148
Revision 33kV Transmission Line
Double Circuit Suspension Tower for Medium Span " S-2S "
a b c d
Kg Page No. 6
SA-RA ENERGY, CONSTRUCTION, TRADE&INDUSTRY CO.INC. Tower rating : Basic Span Line angle : Wind span
EXTERNAL LOADS
= = =
150 0 210
m. ° m.
Weight span ( Max. ) Weight span ( Min. )
STRINGING & MAINTENANCE CONDITIONS ;
= =
225 156
m. m.
VERTICAL LOADS EDS NO WIND
CONDUCTOR : Weight of Conductor = 0.85 * 225 Weight of D. Susp. set = Weight of Maintenance worker & Equipments Vertical Component of = 1085.7 / Tan ( 1 to 3 stringing pull
STRINGING & MAINTENANCE CONDITIONS ;
= = = =
72 ° )
191 50 100 353 694
Kg
-
Kg
-
Kg
TRANSVERSE LOADS EDS NO WIND
CONDUCTOR : Wind on Conductor Wind on D. Susp. set Angle pull
= = =
0.0 * 2 *
STRINGING & MAINTENANCE CONDITIONS ;
20.3 * 1.E-03 1.086 *
Sin
*
210
(
-
= = =
)
LONGITUDINAL LOADS EDS NO WIND
CONDUCTOR :
=
Revision 33kV Transmission Line
Double Circuit Suspension Tower for Medium Span " S-2S "
a b c d
Page No. 7
SA-RA ENERGY, CONSTRUCTION, TRADE&INDUSTRY CO.INC.
0 TYPE TOWER LOADING SCHEDULE
Double Circuit Suspension
0 ° angle of line deviation at FULL WIND SPAN
UNFACTORED LOADS IN ( Kg ) PHASE CONDUCTOR
Description
WIND
DESCRIPTION CASE
PRESSURE
TRANS.
LONG.
VERTICAL MAX. MIN.
ON TOWER
Kg / m2
15 °C TRANSVERSE
1
370
0
251
163
Normal condition 1 (SF= 1.5)
94
1.1
195
35
251
163
Normal condition 1.1 (SF= 1.5)
94
2
0
0
434
0
Normal condition 2 (SF= 1.5)
0
3
0
148
251
163
Normal condition 3 (SF= 1.5)
94
4
0
0
694
0
Normal condition 1 (SF= 1.5)
0
WIND 15 °C 45° WIND -5 °C No WIND ICE 15 °C Long wind (%40 strength) 23 °C No wind Stringing
DESIGN FACTORED LOADS :
The Unfactored loads shall be multiplied by the following Safety factors to establish the design loads on tower structure.
LOADS
LOADING CASES ; CASCADE & BROKEN WIRE, CONDITIONS
NORMAL LOADING VERTICAL, TRANSVERSE & LONGITUDINAL
1.50
TOWER SELF WEIGHT
1.10
1.00
Revision 33kV Transmission Line
Double Circuit Suspension Tower for Medium Span " S-2S "
Page No. 8
d
SA-RA ENERGY, CONSTRUCTION, TRADE&INDUSTRY CO.INC.
94 Kg/m2 Transverse Wind Pressure on Tower body
LOADING TREE FOR TOWER TYPE
370
Tower for Medium Span
370 251
251
370
370 251
251
370
370 251
251 d.w
NORMAL LOADING
; Transverse Wind at 15 °C, Max. weight span Case : 1 Factor of safety : 1.50 Notes : All loads are in ( Kg ) and the Factors of safety do not included
94 Kg/m2 Transverse Wind Pressure on Tower body
370
370 163
163
370
370 163
163
370
370 163
163 d.w
NORMAL LOADING ;
Transverse Wind at 15 °C, Min. weight span Case : 2 Factor of safety : 1.50 Notes : All loads are in ( Kg ) and the Factors of safety do not included Revision a 33kV Transmission Line Double Circuit Suspension b Tower for Medium Span c " S-2S "
Page No. 9
SA-RA ENERGY, CONSTRUCTION, TRADE&INDUSTRY CO.INC.
LOADING TREE FOR TOWER TYPE
Tower for Medium Span
195 94 Kg/m2 Yawed, 45 ° Wind Pressure on Tower body
35
195 251
35
195 35
195 251
35
195 35
251
251 195
251
35
251
d.w
NORMAL LOADING
; Yawed Wind of 45° , at 15 °C, Max. weight span Case : 3 Factor of safety : 1.50 Notes : All loads are in ( Kg ) and the Factors of safety do not included
195 94 Kg/m2 Yawed, 45 ° Wind Pressure on Tower body Min weight span
35
195 163
35
195 35
195 163
35
195 35
163
163 195
163
35
163
d.w
NORMAL LOADING ;
Yawed Wind of 45° , at 15 °C, Min. weight span Case : 4 Factor of safety : 1.50 Notes : All loads are in ( Kg ) and the Factors of safety do not included Revision
33kV Transmission Line
Double Circuit Suspension Tower for Medium Span " S-2S "
Page No. 10
SA-RA ENERGY, CONSTRUCTION, TRADE&INDUSTRY CO.INC.
LOADING TREE FOR TOWER TYPE
0 Kg/m2 Transverse Wind Pressure on Tower body
0
Tower for Medium Span
0 434
434
0
0 434
434
0
0 434
434 d.w
No wind ICE -50 C
;
Case : 5 Factor of safety : 1.50 Notes : All loads are in ( Kg ) and the Factors of safety do not included
94 Kg/m2 Long Wind Pressure on Tower body Max weight span
0 148
0 251
148
0 148
0 251
148
0 148
251
251 0
251
148
251
d.w
Max wind 150 C
;
Case : 6 40% Of Transferse load. Factor of safety : 1.50 Notes : All loads are in ( Kg ) and the Factors of safety do not included Revision 33kV Transmission Line
Double Circuit Suspension Tower for Medium Span " S-2S "
Page No. 11
SA-RA ENERGY, CONSTRUCTION, TRADE&INDUSTRY CO.INC.
94 Kg/m2 Long Wind Pressure on Tower body Min weight span
LOADING TREE FOR TOWER TYPE
Tower for Medium Span
0 148
163
148
148
163
148
163
163 0
148
163
148
163
d.w
Max wind 150 C
;
Case : 7 40% Of Transferse load. Factor of safety : 1.50 Notes : All loads are in ( Kg ) and the Factors of safety do not included
0 694
d.w
No wind 230 C
Stringing and Maint ; Case : 8 Factor of safety : 1.50 Notes : All loads are in ( Kg ) and the Factors of safety do not included Revision
33kV Transmission Line
Double Circuit Suspension Tower for Medium Span " S-2S "
Page No. 12
SA-RA ENERGY, CONSTRUCTION, TRADE&INDUSTRY CO.INC.
LOADING TREE FOR TOWER TYPE
94 Kg/m2 Transverse Wind Pressure on Tower body
Tower for Medium Span
370 251 370 251 370 251 d.w
NORMAL LOADING
; Transverse Wind at 15 °C, Max. weight span For one circuit Case : 9 Factor of safety : 1.50 Notes : All loads are in ( Kg ) and the Factors of safety do not included
94 Kg/m2 Transverse Wind Pressure on Tower body
370 163 370 163 370 163 d.w
NORMAL LOADING ;
Transverse Wind at 15 °C, Min. weight span Case : 10 Factor of safety : 1.50 Notes : All loads are in ( Kg ) and the Factors of safety do not included Revision
33kV Transmission Line
Double Circuit Suspension Tower for Medium Span " S-2S "
Page No. 13
SA-RA ENERGY, CONSTRUCTION, TRADE&INDUSTRY CO.INC.
LOADING TREE FOR TOWER TYPE
Tower for Medium Span
195 94 Kg/m2 Yawed, 45 ° Wind Pressure on Tower body
35
251 195
35
251 195
35
251
d.w
NORMAL LOADING
; Yawed Wind of 45° , at 15 °C, Max. weight span Case : 11 Factor of safety : 1.50 Notes : All loads are in ( Kg ) and the Factors of safety do not included
195 94 Kg/m2 Yawed, 45 ° Wind Pressure on Tower body Min weight span
35
163 195
35
163 195
35
163
d.w
NORMAL LOADING ;
Yawed Wind of 45° , at 15 °C, Min. weight span Case : 12 Factor of safety : 1.50 Notes : All loads are in ( Kg ) and the Factors of safety do not included Revision
33kV Transmission Line
Double Circuit Suspension Tower for Medium Span " S-2S "
Page No. 14
SA-RA ENERGY, CONSTRUCTION, TRADE&INDUSTRY CO.INC.
LOADING TREE FOR TOWER TYPE
0 Kg/m2 Transverse Wind Pressure on Tower body
Tower for Medium Span
0 434 0 434 0 434 d.w
No wind ICE -50 C
;
Case : 13 Factor of safety : 1.50 Notes : All loads are in ( Kg ) and the Factors of safety do not included
0 Kg/m2 Long Wind Pressure on Tower body Max weight span
0 148
251 0
148
251 0
148
251
d.w
Max wind 150 C
;
Case : 14 40% Of Transferse load. (max weight) Factor of safety : 1.50 Notes : All loads are in ( Kg ) and the Factors of safety do not included Revision 33kV Transmission Line
Double Circuit Suspension Tower for Medium Span " S-2S "
Page No. 15
SA-RA ENERGY, CONSTRUCTION, TRADE&INDUSTRY CO.INC.
LOADING TREE FOR TOWER TYPE
0 Kg/m2 Long Wind Pressure on Tower body Min weight span
148
Tower for Medium Span
163
148
163
148
163
d.w
Max wind 150 C
;
Case : 15 40% Of Transferse load. Min Weight Factor of safety : 1.50 Notes : All loads are in ( Kg ) and the Factors of safety do not included
0 694
d.w
No wind 230 C
Stringing and Maint ; Case : 16 Factor of safety : 1.50 Notes : All loads are in ( Kg ) and the Factors of safety do not included Revision
33kV Transmission Line
Double Circuit Suspension Tower for Medium Span " S-2S "
Page No. 16
SA-RA Energy
CALCULATION SHEET
Subject:
Wind Load Calculations
Project:
Prepared By: Date:
SA-RA Energy
Subject: Design of S-2S Type
CALCULATION SHEET
(+3 Body)
1
2
3
400
400
987
400
987
1492
5100
6930
5970
2.04
4.81
7.40
1 3 4 5 7 8 8s1 8s2 9 10 11 12 13 14 15 7 8 8s1 8s2 20 21 22 23 24 25 26 7 8 8s1 8s2
31 32 33 34 35 36 37 38 39 40 41 42 43 44
45 46 47 48 49 50 51 53 54 55 56
35 60 40 40 35 45 35 35 60 35 60 35 35 60 35 35 45 35 35 60 45 60 45 35 60 35 35 45 35 35
75 45 75 40 75 40 75 40 75 40 75 40 75 40
75 40 75 40 75 40 40 80 35 80 35
35 60 40 40 35 45 35 35 60 35 60 35 35 60 35 35 45 35 35 60 45 60 45 35 60 35 35 45 35 35
75 45 75 40 75 40 75 40 75 40 75 40 75 40
75 40 75 40 75 40 40 80 35 80 35
3 4 3 3 3 4 3 3 4 3 4 4 3 4 3 3 4 3 3 4 4 4 4 3 4 3 3 4 3 3
5 4 5 4 5 4 5 3 5 3 6 3 6 3
6 3 6 3 6 3 3 7 3 7 3
1 2 1 1 2 2 2 2 2 1 2 1 1 2 1 2 2 2 2 2 1 2 1 1 2 1 2 2 2 2
WIND PROJECTED AREA (m2) LENGTH (mm) 400 500 640 400 539 200 250 269 900 985 900 985 400 500 640 539 200 250 269 900 985 900 985 400 500 640 539 200 250 269
0.01 0.06 0.03 0.02 0.04 0.02 0.02 0.02 0.11 0.03 0.11 0.03 0.01 0.06 0.02 0.04 0.02 0.02 0.02 0.11 0.04 0.11 0.04 0.01 0.06 0.02 0.04 0.02 0.02 0.02
TOTAL AREA (m2) a
Dynamic Pressure Coefficient (c)
MEMBER SIZE
QUANTITY
WINWARD FACE MEMBER NO
Contour Area of Secton (m2) A
Section Height (mm)
Section Bottom Width (mm)
Section Top Width (mm)
WIND SECTION #
SS2 TOWER +3 BODY TRANSVERSE WIND LOAD CALCULATIONS ON TOWER BODY
94.0kgf/m² 922.1N/m²
1.17
1.59
0.00 Wind Load on Each Joint=Total AreaxWind Pressure/4= Wind Load on Each Joint=Total AreaxWind Pressure/4= 2 992 0.15 1 1085 0.05 2 992 0.15 1 1122 0.04 2 992 0.15 1 1164 0.05 2 992 0.15 1 1209 0.05 1.39 2.39 2 992 0.15 1 1259 0.05 2 992 0.15 1 1313 0.05 2 992 0.15 1 1369 0.05 0.00 0.00 Wind Load on Each Joint=Total AreaxWind Pressure/4= Wind Load on Each Joint=Total AreaxWind Pressure/4= 2 992 0.15 1 1428 0.06 2 992 0.15 1 1490 0.06 2 992 0.15 1 1553 0.06 1.44 2.66 1 1238 0.05 2 1503 0.24 2 1987 0.14 2 1503 0.24 2 2072 0.15 Wind Load on Each Joint=Total AreaxWind Pressure/4= Wind Load on Each Joint=Total AreaxWind Pressure/4=
Project: 33kV Double Circuit Medium Span Towers
Prepared By: Date:
WIND PRESSURE
43.8kgf 430.0N
94.0kgf/m² 922.1N/m²
78.0kgf 765.1N
94.0kgf/m² 922.1N/m² 89.8kgf 881.3N
WIND LOAD CALCULATION Page 1/2
Subject: Design of S-2S Type
TOTAL AREA (m2) a
Dynamic Pressure Coefficient (c)
QUANTITY
MEMBER SIZE
WIND PROJECTED AREA (m2) LENGTH (mm)
WIND PRESSURE
Dynamic Pressure Coefficient (c)
(+3 Body)
WINWARD FACE MEMBER NO
Contour Area of Secton (m2) A
Section Height (mm)
CALCULATION SHEET
Section Bottom Width (mm)
Section Top Width (mm)
WIND SECTION #
SA-RA Energy
WIND PRESSURE
1
2
3
400
400
987
400
987
1492
5100
6930
5970
2.04
4.81
7.40
1 3 4 5 7 8 8s1 8s2 9 10 11 12 13 14 15 7 8 8s1 8s2 20 21 22 23 24 25 26 7 8 8s1 8s2
31 32 33 34 35 36 37 38 39 40 41 42 43 44
45 46 47 48 49 50 51 53 54 55 56
MEMBER SIZE
35 60 35 35 35 45 35 35 60 35 60 35 35 60 35 35 45 35 35 60 45 60 45 35 60 35 35 45 35 35
75 45 75 40 75 40 75 40 75 40 75 40 75 40
75 40 75 40 75 40 40 80 35 80 35
35 60 35 35 35 45 35 35 60 35 60 35 35 60 35 35 45 35 35 60 45 60 45 35 60 35 35 45 35 35
75 45 75 40 75 40 75 40 75 40 75 40 75 40
75 40 75 40 75 40 40 80 35 80 35
3 4 3 3 3 4 3 3 4 3 4 4 3 4 3 3 4 3 3 4 4 4 4 3 4 3 3 4 3 3
5 4 5 4 5 4 5 3 5 3 6 3 6 3
6 3 6 3 6 3 3 7 3 7 3
QUANTITY
WINWARD FACE MEMBER NO
Contour Area of Secton (m2) A
Section Height (mm)
Section Bottom Width (mm)
Section Top Width (mm)
WIND SECTION #
SS2 TOWER +3 BODY YAWE WIND LOAD CALCULATIONS ON TOWER BODY
1 2 1 1 2 2 2 2 2 1 2 1 1 2 1 2 2 2 2 2 1 2 1 1 2 1 2 2 2 2
WIND PROJECTED AREA (m2) LENGTH (mm) 400 500 640 400 539 200 250 269 900 985 900 985 400 500 640 539 200 250 269 900 985 900 985 400 500 640 539 200 250 269
0.01 0.06 0.02 0.01 0.04 0.02 0.02 0.02 0.11 0.03 0.11 0.03 0.01 0.06 0.02 0.04 0.02 0.02 0.02 0.11 0.04 0.11 0.04 0.01 0.06 0.02 0.04 0.02 0.02 0.02
TOTAL AREA (m2) a
66.5kgf/m² 652.4N/m²
1.17
1.60
0.00 Wind Load on Each Joint=Total AreaxWind Pressure/4= Wind Load on Each Joint=Total AreaxWind Pressure/4= 2 992 0.15 1 1085 0.05 2 992 0.15 1 1122 0.04 2 992 0.15 1 1164 0.05 2 992 0.15 1 1209 0.05 1.39 2.39 2 992 0.15 1 1259 0.05 2 992 0.15 1 1313 0.05 2 992 0.15 1 1369 0.05 0.00 0.00 Wind Load on Each Joint=Total AreaxWind Pressure/4= Wind Load on Each Joint=Total AreaxWind Pressure/4= 2 992 0.15 1 1428 0.06 2 992 0.15 1 1490 0.06 2 992 0.15 1 1553 0.06 1.44 2.66 1 1238 0.05 2 1503 0.24 2 1987 0.14 2 1503 0.24 2 2072 0.15 Wind Load on Each Joint=Total AreaxWind Pressure/4= Wind Load on Each Joint=Total AreaxWind Pressure/4=
Project: 33kV Double Circuit Medium Span Towers
Prepared By: Date:
31.0kgf 304.2N
66.5kgf/m² 652.4N/m²
55.2kgf 541.3N
66.5kgf/m² 652.4N/m² 63.6kgf 623.5N
WIND LOAD CALCULATION Page 2/2
SA-RA Energy
Subject: Design of S-2S Type
CALCULATION SHEET
(+3 Body)
1
2
3
3200
400
987
3200
987
1492
5100
6930
5970
16.32
4.81
7.40
1 3 4 5 7 8 8s1 8s2 9 10 11 12 13 14 15 7 8 8s1 8s2 20 21 22 23 24 25 26 7 8 8s1 8s2
31 32 33 34 35 36 37 38 39 40 41 42 43 44
45 46 47 48 49 50 51 53 54 55 56
35 60 40 40 35 45 35 35 60 35 60 35 35 60 35 35 45 35 35 60 45 60 45 35 60 35 35 45 35 35
75 45 75 40 75 40 75 40 75 40 75 40 75 40
75 40 75 40 75 40 40 80 35 80 35
35 60 40 40 35 45 35 35 60 35 60 35 35 60 35 35 45 35 35 60 45 60 45 35 60 35 35 45 35 35
75 45 75 40 75 40 75 40 75 40 75 40 75 40
75 40 75 40 75 40 40 80 35 80 35
3 4 3 3 3 4 3 3 4 3 4 4 3 4 3 3 4 3 3 4 4 4 4 3 4 3 3 4 3 3
5 4 5 4 5 4 5 3 5 3 6 3 6 3
6 3 6 3 6 3 3 7 3 7 3
WIND PROJECTED AREA (m2) LENGTH (mm)
1 2 1 1 2 2 2 2 2 1 2 1 1 2 1 2 2 2 2 2 1 2 1 1 2 1 2 2 2 2
2 1 2 1 2 1 2 1 2 1 2 1 2 1
2 1 2 1 2 1 1 2 2 2 2
400 500 640 400 1487 1600 743 250 900 985 900 985 400 500 640 1487 1600 743 250 900 985 900 985 400 500 640 1487 1600 743 250
0.01 0.06 0.03 0.02 0.10 0.14 0.05 0.02 0.11 0.03 0.11 0.03 0.01 0.06 0.02 0.10 0.14 0.05 0.02 0.11 0.04 0.11 0.04 0.01 0.06 0.02 0.10 0.14 0.05 0.02
TOTAL AREA (m2) a
Dynamic Pressure Coefficient (c)
MEMBER SIZE
QUANTITY
WINWARD FACE MEMBER NO
Contour Area of Secton (m2) A
Section Height (mm)
Section Bottom Width (mm)
Section Top Width (mm)
WIND SECTION #
SS2 TOWER +3 BODY LONG WIND LOAD CALCULATIONS ON TOWER BODY
WIND PRESSURE
94.0kgf/m² 922.1N/m²
1.85
2.88
0.00 Wind Load on Each Joint=Total AreaxWind Pressure/4= Wind Load on Each Joint=Total AreaxWind Pressure/4= 992 0.15 1085 0.05 992 0.15 1122 0.04 992 0.15 1164 0.05 992 0.15 1209 0.05 1.39 2.39 992 0.15 1259 0.05 992 0.15 1313 0.05 992 0.15 1369 0.05 0.00 0.00 Wind Load on Each Joint=Total AreaxWind Pressure/4= Wind Load on Each Joint=Total AreaxWind Pressure/4= 992 0.15 1428 0.06 992 0.15 1490 0.06 992 0.15 1553 0.06 1.44 2.66 1238 0.05 1503 0.24 1987 0.14 1503 0.24 2072 0.15 Wind Load on Each Joint=Total AreaxWind Pressure/4= Wind Load on Each Joint=Total AreaxWind Pressure/4=
Project: 33kV Double Circuit Medium Span Towers
Prepared By: Date:
125.4kgf 1229.9N
94.0kgf/m² 922.1N/m²
78.0kgf 765.1N
94.0kgf/m² 922.1N/m² 89.8kgf 881.3N
WIND LOAD CALCULATION Page 1/2
Subject: Design of S-2S Type
TOTAL AREA (m2) a
Dynamic Pressure Coefficient (c)
QUANTITY
MEMBER SIZE
WIND PROJECTED AREA (m2) LENGTH (mm)
WIND PRESSURE
Dynamic Pressure Coefficient (c)
(+3 Body)
WINWARD FACE MEMBER NO
Contour Area of Secton (m2) A
Section Height (mm)
CALCULATION SHEET
Section Bottom Width (mm)
Section Top Width (mm)
WIND SECTION #
SA-RA Energy
WIND PRESSURE
1
2
3
3200
400
987
3200
987
1492
5100
6930
5970
16.32
4.81
7.40
1 3 4 5 7 8 8s1 8s2 9 10 11 12 13 14 15 7 8 8s1 8s2 20 21 22 23 24 25 26 7 8 8s1 8s2
31 32 33 34 35 36 37 38 39 40 41 42 43 44
45 46 47 48 49 50 51 53 54 55 56
MEMBER SIZE
35 60 35 35 35 45 35 35 60 35 60 35 35 60 35 35 45 35 35 60 45 60 45 35 60 35 35 45 35 35
75 45 75 40 75 40 75 40 75 40 75 40 75 40
75 40 75 40 75 40 40 80 35 80 35
35 60 35 35 35 45 35 35 60 35 60 35 35 60 35 35 45 35 35 60 45 60 45 35 60 35 35 45 35 35
75 45 75 40 75 40 75 40 75 40 75 40 75 40
75 40 75 40 75 40 40 80 35 80 35
3 4 3 3 3 4 3 3 4 3 4 4 3 4 3 3 4 3 3 4 4 4 4 3 4 3 3 4 3 3
5 4 5 4 5 4 5 3 5 3 6 3 6 3
6 3 6 3 6 3 3 7 3 7 3
QUANTITY
WINWARD FACE MEMBER NO
Contour Area of Secton (m2) A
Section Height (mm)
Section Bottom Width (mm)
Section Top Width (mm)
WIND SECTION #
SS2 TOWER +3 BODY YAWE WIND LOAD CALCULATIONS ON TOWER BODY
WIND PROJECTED AREA (m2) LENGTH (mm)
1 2 1 1 2 2 2 2 2 1 2 1 1 2 1 2 2 2 2 2 1 2 1 1 2 1 2 2 2 2
2 1 2 1 2 1 2 1 2 1 2 1 2 1
2 1 2 1 2 1 1 2 2 2 2
400 500 640 400 1487 1600 743 250 900 985 900 985 400 500 640 1487 1600 743 250 900 985 900 985 400 500 640 1487 1600 743 250
0.01 0.06 0.02 0.01 0.10 0.14 0.05 0.02 0.11 0.03 0.11 0.03 0.01 0.06 0.02 0.10 0.14 0.05 0.02 0.11 0.04 0.11 0.04 0.01 0.06 0.02 0.10 0.14 0.05 0.02
TOTAL AREA (m2) a
66.5kgf/m² 652.4N/m²
1.85
2.88
0.00 Wind Load on Each Joint=Total AreaxWind Pressure/4= Wind Load on Each Joint=Total AreaxWind Pressure/4= 992 0.15 1085 0.05 992 0.15 1122 0.04 992 0.15 1164 0.05 992 0.15 1209 0.05 1.39 2.39 992 0.15 1259 0.05 992 0.15 1313 0.05 992 0.15 1369 0.05 0.00 0.00 Wind Load on Each Joint=Total AreaxWind Pressure/4= Wind Load on Each Joint=Total AreaxWind Pressure/4= 992 0.15 1428 0.06 992 0.15 1490 0.06 992 0.15 1553 0.06 1.44 2.66 1238 0.05 1503 0.24 1987 0.14 1503 0.24 2072 0.15 Wind Load on Each Joint=Total AreaxWind Pressure/4= Wind Load on Each Joint=Total AreaxWind Pressure/4=
Project: 33kV Double Circuit Medium Span Towers
Prepared By: Date:
88.5kgf 867.9N
66.5kgf/m² 652.4N/m²
55.2kgf 541.3N
66.5kgf/m² 652.4N/m² 63.6kgf 623.5N
WIND LOAD CALCULATION Page 2/2
SA-RA Energy
CALCULATION SHEET
Subject:
Joint & Member Description Drawing
Project:
Prepared By: Date:
SA-RA Energy
CALCULATION SHEET
Subject:
Summary of Analysis Results
Project:
Prepared By: Date:
SA-RA Energy Project Name : Project Notes: by : Licensed to :
CALCULATION SHEET
Subject: Design of S-2S Type Tower
S-2S Type Suspension Tower 33kV, Double Circuit, Medium Span, ACSR 210/35 Tower Version 5.017 SA-RA
Successfully performed linear analysis *** Analysis Results: Maximum element utilization is 96.79% for Angle "8Y" in load case "CASE 1" Summary of Joint Support Reactions For All Loadcases: LoadCase
Joint Label
Long. Tran. Vert. Shear Tran. Long. Vert. Bending Force Force Force Force Moment Moment Moment Moment (kN) (kN) (kN) (kN) (kN-m) (kN-m) (kN-m) (kN-m) -----------------------------------------------------------------------------------------------------------CASE 1 1P -9.14 -11.57 207.14 14.74 0.22 -0.44 -0.02 0.49 CASE 1 1X 8.35 -10.97 -189.36 13.79 0.17 0.42 -0.01 0.46 CASE 1 1XY -8.36 -10.80 -189.32 13.66 0.18 -0.40 0.02 0.44 CASE 1 1Y 9.15 -11.76 207.04 14.90 0.21 0.46 0.02 0.51 CASE 2 1P -9.06 -11.49 205.19 14.63 0.22 -0.43 -0.02 0.48 CASE 2 1X 8.44 -11.06 -191.29 13.91 0.18 0.43 -0.01 0.46 CASE 2 1XY -8.45 -10.88 -191.27 13.77 0.19 -0.40 0.02 0.45 CASE 2 1Y 9.06 -11.68 205.11 14.78 0.20 0.46 0.02 0.50 CASE 3 1P -9.13 -9.34 174.87 13.06 0.26 -0.31 -0.00 0.41 CASE 3 1X 0.70 -3.67 -45.80 3.73 -0.02 0.16 -0.01 0.16 CASE 3 1XY -8.36 -8.56 -157.05 11.96 0.22 -0.28 0.01 0.35 CASE 3 1Y 1.50 -4.46 63.48 4.70 0.01 0.19 0.01 0.20 CASE 4 1P -9.05 -9.25 172.92 12.94 0.25 -0.31 -0.00 0.40 CASE 4 1X 0.79 -3.75 -47.73 3.83 -0.02 0.16 -0.01 0.16 CASE 4 1XY -8.44 -8.65 -159.01 12.08 0.22 -0.28 0.01 0.36 CASE 4 1Y 1.41 -4.37 61.55 4.60 0.01 0.19 0.01 0.19 CASE 5 1P -0.56 -0.56 12.97 0.79 0.03 -0.03 0.00 0.04 CASE 5 1X -0.58 0.57 12.86 0.81 -0.03 -0.03 0.00 0.04 CASE 5 1XY 0.56 0.56 12.97 0.79 -0.03 0.03 0.00 0.04 CASE 5 1Y 0.58 -0.57 12.86 0.81 0.03 0.03 0.00 0.04 CASE 6 1P -7.94 -5.77 130.05 9.82 0.29 -0.15 0.01 0.32 CASE 6 1X -7.82 5.78 130.00 9.73 -0.27 -0.16 -0.01 0.31 CASE 6 1XY -7.17 -5.00 -112.23 8.74 0.25 -0.11 -0.01 0.27 CASE 6 1Y -7.02 4.99 -112.32 8.62 -0.23 -0.12 0.01 0.26 CASE 7 1P -7.86 -5.69 128.10 9.70 0.28 -0.14 0.01 0.32 CASE 7 1X -7.73 5.70 128.07 9.61 -0.27 -0.15 -0.01 0.31 CASE 7 1XY -7.25 -5.08 -114.19 8.85 0.25 -0.11 -0.01 0.28 CASE 7 1Y -7.11 5.08 -114.25 8.74 -0.24 -0.12 0.01 0.27 CASE 8 1P -0.48 -0.27 11.37 0.55 0.01 -0.02 -0.00 0.03 CASE 8 1X -0.04 0.28 0.41 0.28 -0.01 0.00 -0.00 0.01 Project: 33kV Double Circuit Medium Span Towers
Prepared By: SA-RA Project Department Date: 30.05.06
SUMMARY of ANALYSIS RESULTS Page 1/5
SA-RA Energy CASE 8 CASE 8 CASE 9 CASE 9 CASE 9 CASE 9 CASE 10 CASE 10 CASE 10 CASE 10 CASE 11 CASE 11 CASE 11 CASE 11 CASE 12 CASE 12 CASE 12 CASE 12 CASE 13 CASE 13 CASE 13 CASE 13 CASE 14 CASE 14 CASE 14 CASE 14 CASE 15 CASE 15 CASE 15 CASE 15 CASE 16 CASE 16 CASE 16 CASE 16
CALCULATION SHEET 1XY 1Y 1P 1X 1XY 1Y 1P 1X 1XY 1Y 1P 1X 1XY 1Y 1P 1X 1XY 1Y 1P 1X 1XY 1Y 1P 1X 1XY 1Y 1P 1X 1XY 1Y 1P 1X 1XY 1Y
0.04 0.49 -5.63 5.09 -5.09 5.64 -5.51 5.05 -5.05 5.51 -7.36 -0.07 -6.00 -0.30 -7.24 -0.11 -5.96 -0.43 -0.77 0.05 -0.06 0.78 -3.89 -0.01 0.12 -2.76 -3.77 -0.05 0.17 -2.88 -0.48 -0.04 0.04 0.49
0.25 -0.25 -7.41 -6.97 -6.87 -7.52 -7.37 -7.02 -6.91 -7.48 -6.37 -1.55 -6.60 -2.91 -6.32 -1.60 -6.63 -2.87 -0.38 0.38 0.33 -0.34 -0.11 3.45 -2.81 -0.52 -0.07 3.40 -2.85 -0.48 -0.27 0.28 0.25 -0.25
0.42 11.35 127.20 -114.97 -114.96 127.15 124.14 -113.85 -113.86 124.11 126.35 -18.54 -114.16 30.76 123.29 -17.42 -113.05 27.72 18.42 -2.17 -2.12 18.36 45.20 33.48 -33.14 -21.12 42.14 34.59 -32.03 -24.17 11.37 0.41 0.42 11.35
0.25 0.55 9.31 8.63 8.55 9.40 9.20 8.65 8.56 9.29 9.74 1.55 8.92 2.92 9.61 1.60 8.92 2.90 0.86 0.39 0.34 0.85 3.89 3.45 2.82 2.80 3.77 3.40 2.86 2.92 0.55 0.28 0.25 0.55
-0.01 0.01 0.14 0.11 0.12 0.13 0.14 0.11 0.12 0.13 0.18 -0.04 0.18 -0.00 0.18 -0.04 0.18 -0.00 0.01 -0.02 -0.02 0.02 0.04 -0.12 0.10 -0.02 0.04 -0.12 0.11 -0.02 0.01 -0.01 -0.01 0.01
-0.00 0.03 -0.27 0.26 -0.24 0.28 -0.26 0.25 -0.24 0.27 -0.23 0.09 -0.19 0.10 -0.22 0.09 -0.19 0.09 -0.04 0.01 -0.01 0.04 -0.09 0.02 0.01 -0.04 -0.08 0.01 0.01 -0.05 -0.02 0.00 -0.00 0.03
Subject: Design of S-2S Type Tower 0.00 0.00 -0.01 -0.01 0.01 0.01 -0.01 -0.01 0.01 0.01 0.02 0.02 0.03 0.03 0.02 0.02 0.03 0.03 -0.00 -0.00 0.00 0.00 0.11 0.10 0.10 0.11 0.11 0.10 0.10 0.11 -0.00 -0.00 0.00 0.00
0.01 0.03 0.30 0.28 0.27 0.31 0.29 0.28 0.27 0.30 0.30 0.10 0.26 0.10 0.29 0.10 0.26 0.09 0.04 0.02 0.02 0.05 0.10 0.12 0.10 0.05 0.09 0.12 0.11 0.06 0.03 0.01 0.01 0.03
*** Overall summary for all load cases - Usage = Maximum Stress / Allowable Stress Group Summary (Compression Portion): Group Label
Group Desc.
Angle Steel Size Strength
Max Max Comp. Comp. Comp. L/R Conn. Conn. RLX RLY RLZ L/R Curve No. Of Usage Use In Control Force Control Capacity Shear Bearing No. Bolts Comp. Member Load Case Capacity Capacity (MPa) % % (kN) (kN) (kN) (kN) -----------------------------------------------------------------------------------------------------------------------------------------------------53 LEG L80*80*7 355.0 86.31 84.78 2Y -195.181 CASE 1 230.218 965.104 631.680 1.000 1.000 1.000 95.71 1 8 55 LEG L80*80*7 355.0 90.22 88.84 1P -204.530 CASE 1 230.218 965.104 631.680 1.000 1.000 1.000 95.71 1 8 49 LEG L75*75*6 355.0 92.53 92.53 3P -192.557 CASE 1 208.091 723.828 406.080 2.000 1.000 1.000 87.00 1 6 47 LEG L75*75*6 355.0 90.68 90.68 4Y -188.694 CASE 1 208.091 723.828 406.080 2.000 1.000 1.000 87.00 1 6 Project: 33kV Double Circuit Medium Span Towers
Prepared By: SA-RA Project Department Date: 30.05.06
SUMMARY of ANALYSIS RESULTS Page 2/5
SA-RA Energy 45 43 41 39 37 35 33 31 25 22 20 14 11 9 3 56 54 50 48 46 44 42 40 38 36 34 32 26 23 21 15 12 10 4 7 8 51 27 24 16 13 5 1 52 28 17 6 2
LEG LEG LEG LEG LEG LEG LEG LEG LEG LEG LEG LEG LEG LEG LEG Z-BRC Z-BRC Z-BRC Z-BRC Z-BRC Z-BRC Z-BRC Z-BRC Z-BRC Z-BRC Z-BRC Z-BRC Z-BRC Z-BRC Z-BRC Z-BRC Z-BRC Z-BRC Z-BRC ARMT ARMB HRZ HRZ HRZ HRZ HRZ HRZ HRZ S-HRZ S-HRZ S-HRZ S-HRZ S-HRZ
L75*75*6 L75*75*6 L75*75*6 L75*75*5 L75*75*5 L75*75*5 L75*75*5 L75*75*5 L60*60*4 L60*60*4 L60*60*4 L60*60*4 L60*60*4 L60*60*4 L60*60*4 L35*35*3 L35*35*3 L40*40*3 L40*40*3 L40*40*3 L40*40*3 L40*40*3 L40*40*4 L40*40*3 L40*40*4 L40*40*4 L45*45*4 L45*45*4 L40*40*4 L40*40*4 L35*35*3 L35*35*3 L35*35*3 L40*40*3 L35*35*3 L45*45*4 L40*40*3 L35*35*3 L35*35*3 L35*35*3 L35*35*3 L35*35*3 L35*35*3 L40*40*3 L35*35*3 L35*35*3 L35*35*3 L35*35*3
CALCULATION SHEET 355.0 355.0 355.0 355.0 355.0 355.0 355.0 355.0 355.0 355.0 355.0 355.0 355.0 355.0 355.0 275.0 275.0 275.0 275.0 275.0 275.0 275.0 275.0 275.0 275.0 275.0 355.0 275.0 355.0 355.0 275.0 275.0 275.0 355.0 275.0 275.0 355.0 275.0 275.0 275.0 275.0 275.0 275.0 275.0 275.0 275.0 275.0 275.0
Project: 33kV Double Circuit Medium Span Towers
88.64 86.10 83.08 96.79 91.98 87.20 80.90 72.81 80.60 93.18 65.45 24.27 27.42 24.16 15.02 25.23 27.61 52.65 49.19 54.85 54.30 60.84 42.75 73.54 62.30 79.58 90.52 68.83 87.19 86.90 62.07 66.01 65.73 88.60 71.16 50.34 11.87 46.09 42.87 39.44 41.70 55.79 59.69 5.39 21.28 13.10 13.46 10.85
88.64 86.10 83.08 96.79 91.98 87.20 80.90 72.81 71.25 93.18 65.45 23.77 27.42 24.16 15.02 25.23 27.61 52.65 49.19 54.85 54.30 60.84 42.75 73.54 40.64 79.58 60.95 68.83 87.19 86.90 62.07 66.01 65.73 88.60 15.31 50.34 11.87 46.09 10.16 39.44 5.38 55.79 14.82 0.00 21.28 9.75 13.46 0.00
5P 6Y 7P 8Y 9P 10Y 11P 12Y 13P 14Y 15P 16Y 17P 18Y 19P 56-1Y 54-1P 18-1P 19-1P 20-1P 21-1P 22-1P 23-1P 24-1P 25-1P 26-1P 27-1P 28-2P 29-1P 30-2P 31-1P 32-2P 33-1P 34-2P BTX TBY 51-LX 35-TP 36-LX 37-TP 38-LX 39-TP 40-LP
-184.445 -179.168 -172.885 -165.405 -157.188 -149.018 -138.245 -124.420 -104.585 -88.625 -62.252 -34.895 -26.083 -22.975 -22.053 -4.510 -5.369 -6.349 -6.449 -7.823 -8.428 -10.273 -10.280 -14.630 -11.450 -23.492 -20.626 -20.317 -29.503 -29.408 -13.742 -13.062 -13.008 -22.486 -3.391 -14.861 -2.254 -10.205 -2.249 -8.732 -1.192 -12.352 -3.281 0.000 42P -4.712 45P -2.159 46P -2.979 0.000
CASE 1 CASE 1 CASE 1 CASE 1 CASE 1 CASE 1 CASE 1 CASE 1 CASE 1 CASE 1 CASE 1 CASE 1 CASE 1 CASE 8 CASE 8 CASE 2 CASE 1 CASE 14 CASE 1 CASE 14 CASE 1 CASE 14 CASE 1 CASE 14 CASE 1 CASE 14 CASE 1 CASE 1 CASE 1 CASE 1 CASE 13 CASE 2 CASE 1 CASE 8 CASE 14 CASE 8 CASE 2 CASE 6 CASE 1 CASE 6 CASE 5 CASE 8 CASE 8 CASE 14 CASE 5 CASE 14
208.091 208.091 208.091 170.891 170.891 170.891 170.891 170.891 146.790 95.116 95.116 146.790 95.116 95.116 146.790 17.878 19.448 12.059 13.111 14.264 15.522 16.885 24.046 19.893 28.176 30.306 46.721 65.854 39.311 39.311 34.367 19.789 19.789 46.276 22.303 60.913 18.982 40.948 40.948 40.948 40.948 40.948 40.948 0.000 41.859 41.859 41.859 0.000
Subject: Design of S-2S Type Tower 723.828 723.828 723.828 723.828 723.828 723.828 723.828 723.828 482.552 482.552 482.552 482.552 482.552 482.552 482.552 33.929 33.929 33.929 33.929 33.929 33.929 33.929 33.929 33.929 33.929 33.929 33.929 33.929 33.929 33.929 33.929 33.929 33.929 33.929 33.929 33.929 33.929 33.929 33.929 33.929 33.929 33.929 33.929 0.000 33.929 33.929 33.929 0.000
Prepared By: SA-RA Project Department Date: 30.05.06
406.080 406.080 406.080 338.400 338.400 338.400 338.400 338.400 180.480 180.480 180.480 180.480 180.480 180.480 180.480 22.140 22.140 22.140 22.140 22.140 22.140 22.140 29.520 22.140 29.520 29.520 33.840 29.520 33.840 33.840 22.140 22.140 22.140 25.380 22.140 29.520 25.380 22.140 22.140 22.140 22.140 22.140 22.140 0.000 22.140 22.140 22.140 0.000
2.000 2.000 2.000 2.000 2.000 2.000 2.000 2.000 1.000 2.000 2.000 1.000 2.000 2.000 1.000 0.500 0.500 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 0.500 0.500 1.000 1.000 1.000 1.000 1.000 1.000 1.000 0.000 0.500 0.500 0.500 0.000
1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 0.760 0.760 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 0.000 1.000 1.000 1.000 0.000
1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 0.500 0.500 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 0.500 0.500 1.000 1.000 1.000 1.000 1.000 1.000 1.000 0.000 0.500 0.500 0.500 0.000
87.00 87.00 87.00 86.62 86.62 86.62 86.62 86.62 42.37 98.36 98.36 42.37 98.36 98.36 42.37 152.38 146.10 199.14 190.98 183.10 175.52 168.29 161.45 155.05 149.15 143.81 123.29 72.76 126.27 126.27 94.16 144.84 144.84 82.09 141.51 103.99 158.72 58.82 58.82 58.82 58.82 58.82 58.82 0.00 53.37 53.37 53.37 0.00
1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 4 4 4 4 4 4 4 4 4 4 4 4 3 4 4 3 4 4 3 5 1 4 3 3 3 3 3 3 0 3 3 3 0
6 6 6 6 6 6 6 6 4 4 4 4 4 4 4 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 1 1 1 0 1 1 1 0
SUMMARY of ANALYSIS RESULTS Page 3/5
SA-RA Energy
CALCULATION SHEET
Subject: Design of S-2S Type Tower
Group Summary (Tension Portion): Group Label
Group Desc.
Angle Steel Size Strength
Max Max Tension Tension Tension Net Conn. Conn. Conn.No. Of Usage Use In Control Force Control Section Shear Bearing Rupture Bolts Tens. Member Load Case Capacity Capacity Capacity Capacity (MPa) % % (kN) (kN) (kN) (kN) (kN) -----------------------------------------------------------------------------------------------------------------------------------53 LEG L80*80*7 355.0 86.31 86.31 2X 180.769 CASE 2 209.450 965.104 631.680 0.000 8 55 LEG L80*80*7 355.0 90.22 90.22 1XY 188.959 CASE 2 209.450 965.104 631.680 0.000 8 49 LEG L75*75*6 355.0 92.53 89.68 3XY 178.287 CASE 2 198.800 723.828 406.080 0.000 6 47 LEG L75*75*6 355.0 90.68 88.05 4X 175.035 CASE 2 198.800 723.828 406.080 0.000 6 45 LEG L75*75*6 355.0 88.64 85.97 5XY 170.900 CASE 2 198.800 723.828 406.080 0.000 6 43 LEG L75*75*6 355.0 86.10 83.55 6X 166.089 CASE 2 198.800 723.828 406.080 0.000 6 41 LEG L75*75*6 355.0 83.08 80.53 7XY 160.101 CASE 2 198.800 723.828 406.080 0.000 6 39 LEG L75*75*5 355.0 96.79 90.95 8X 152.888 CASE 2 168.093 723.828 338.400 0.000 6 37 LEG L75*75*5 355.0 91.98 86.36 9XY 145.157 CASE 2 168.093 723.828 338.400 0.000 6 35 LEG L75*75*5 355.0 87.20 81.43 10X 136.885 CASE 2 168.093 723.828 338.400 0.000 6 33 LEG L75*75*5 355.0 80.90 75.58 11XY 127.038 CASE 2 168.093 723.828 338.400 0.000 6 31 LEG L75*75*5 355.0 72.81 67.13 12X 112.845 CASE 2 168.093 723.828 338.400 0.000 6 25 LEG L60*60*4 355.0 80.60 80.60 13XY 94.705 CASE 2 117.505 482.552 180.480 0.000 4 22 LEG L60*60*4 355.0 93.18 69.47 14X 81.629 CASE 2 117.505 482.552 180.480 0.000 4 20 LEG L60*60*4 355.0 65.45 46.45 15XY 54.586 CASE 2 117.505 482.552 180.480 0.000 4 14 LEG L60*60*4 355.0 24.27 24.27 16X 28.519 CASE 2 117.505 482.552 180.480 0.000 4 11 LEG L60*60*4 355.0 27.42 19.13 17XY 22.478 CASE 2 117.505 482.552 180.480 0.000 4 9 LEG L60*60*4 355.0 24.16 14.76 18X 17.342 CASE 8 117.505 482.552 180.480 0.000 4 3 LEG L60*60*4 355.0 15.02 14.81 19XY 17.398 CASE 8 117.505 482.552 180.480 0.000 4 56 Z-BRC L35*35*3 275.0 25.23 20.28 56-1X 4.489 CASE 1 40.466 33.929 22.140 0.000 1 54 Z-BRC L35*35*3 275.0 27.61 23.51 54-1XY 5.205 CASE 2 40.466 33.929 22.140 0.000 1 50 Z-BRC L40*40*3 275.0 52.65 26.11 18-1P 5.780 CASE 2 48.139 33.929 22.140 0.000 1 48 Z-BRC L40*40*3 275.0 49.19 31.21 19-1P 6.910 CASE 14 48.139 33.929 22.140 0.000 1 46 Z-BRC L40*40*3 275.0 54.85 32.55 20-1P 7.207 CASE 1 48.139 33.929 22.140 0.000 1 44 Z-BRC L40*40*3 275.0 54.30 40.21 21-1P 8.902 CASE 14 48.139 33.929 22.140 0.000 1 42 Z-BRC L40*40*3 275.0 60.84 43.87 22-1P 9.713 CASE 1 48.139 33.929 22.140 0.000 1 40 Z-BRC L40*40*4 275.0 42.75 40.75 23-1P 12.029 CASE 14 62.865 33.929 29.520 0.000 1 38 Z-BRC L40*40*3 275.0 73.54 46.51 24-1P 10.298 CASE 1 48.139 33.929 22.140 0.000 1 36 Z-BRC L40*40*4 275.0 62.30 62.30 25-1P 18.391 CASE 14 62.865 33.929 29.520 0.000 1 34 Z-BRC L40*40*4 275.0 79.58 49.81 26-1P 14.704 CASE 1 62.865 33.929 29.520 0.000 1 32 Z-BRC L45*45*4 355.0 90.52 90.52 27-3P 30.631 CASE 15 94.252 33.929 33.840 0.000 1 26 Z-BRC L45*45*4 275.0 68.83 63.41 28-1P 18.718 CASE 2 73.013 33.929 29.520 0.000 1 23 Z-BRC L40*40*4 355.0 87.19 86.79 29-2P 29.370 CASE 2 81.153 33.929 33.840 0.000 1 21 Z-BRC L40*40*4 355.0 86.90 86.25 30-1P 29.189 CASE 2 81.153 33.929 33.840 0.000 1 15 Z-BRC L35*35*3 275.0 62.07 58.40 31-2P 12.930 CASE 13 40.466 33.929 22.140 0.000 1 12 Z-BRC L35*35*3 275.0 66.01 58.95 32-1P 13.052 CASE 1 40.466 33.929 22.140 0.000 1 10 Z-BRC L35*35*3 275.0 65.73 58.00 33-2P 12.841 CASE 2 40.466 33.929 22.140 0.000 1 4 Z-BRC L40*40*3 355.0 88.60 85.78 34-1P 21.772 CASE 8 62.143 33.929 25.380 0.000 1 7 ARMT L35*35*3 275.0 71.16 71.16 TTY 15.756 CASE 8 40.466 33.929 22.140 0.000 1 8 ARMB L45*45*4 275.0 50.34 13.97 BBY 4.125 CASE 15 73.013 33.929 29.520 0.000 1 Project: 33kV Double Circuit Medium Span Towers
Prepared By: SA-RA Project Department Date: 30.05.06
SUMMARY of ANALYSIS RESULTS Page 4/5
SA-RA Energy 51 27 24 16 13 5 1 52 28 17 6 2
HRZ HRZ HRZ HRZ HRZ HRZ HRZ S-HRZ S-HRZ S-HRZ S-HRZ S-HRZ
L40*40*3 L35*35*3 L35*35*3 L35*35*3 L35*35*3 L35*35*3 L35*35*3 L40*40*3 L35*35*3 L35*35*3 L35*35*3 L35*35*3
CALCULATION SHEET 355.0 275.0 275.0 275.0 275.0 275.0 275.0 275.0 275.0 275.0 275.0 275.0
11.87 46.09 42.87 39.44 41.70 55.79 59.69 5.39 21.28 13.10 13.46 10.85
9.29 19.62 42.87 17.76 41.70 16.55 59.69 5.39 3.04 13.10 0.63 10.85
51-LP 35-LX 36-TY 37-LP 38-TP 39-LP 40-TY 41P 43P 45P 47P 48P
2.357 4.343 9.493 3.932 9.232 3.665 13.216 1.194 0.673 2.901 0.140 2.402
CASE 1 CASE 1 CASE 5 CASE 6 CASE 5 CASE 8 CASE 8 CASE 14 CASE 15 CASE 15 CASE 15 CASE 5
Subject: Design of S-2S Type Tower 62.143 40.466 40.466 40.466 40.466 40.466 40.466 48.139 40.466 40.466 40.466 40.466
33.929 33.929 33.929 33.929 33.929 33.929 33.929 33.929 33.929 33.929 33.929 33.929
25.380 22.140 22.140 22.140 22.140 22.140 22.140 22.140 22.140 22.140 22.140 22.140
0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000
1 1 1 1 1 1 1 1 1 1 1 1
*** Maximum Stress Summary for Each Load Case Summary of Maximum Usages by Load Case: Load Case
Maximum Element Element Usage % Label Type ------------------------------------------------------------------CASE 1 96.79 8Y Angle CASE 2 95.65 8Y Angle CASE 3 75.38 3P Angle CASE 4 74.48 1XY Angle CASE 5 45.51 BTY Angle CASE 6 57.58 8P Angle CASE 7 56.54 29-4P Angle CASE 8 88.60 34-2P Angle CASE 9 65.37 14Y Angle CASE 10 59.33 14Y Angle CASE 11 55.44 8P Angle CASE 12 52.75 1XY Angle CASE 13 62.07 31-1P Angle CASE 14 90.43 27-1P Angle CASE 15 90.52 27-3P Angle CASE 16 88.60 34-2P Angle
*** End of Report
Project: 33kV Double Circuit Medium Span Towers
Prepared By: SA-RA Project Department Date: 30.05.06
SUMMARY of ANALYSIS RESULTS Page 5/5
SA-RA Energy
CALCULATION SHEET
Subject:
Detailed Analysis Results
Project:
Prepared By: Date:
SA-RA Energy
CALCULATION SHEET
Subject: Design of S-2S Type Tower
******************************************************************************* * * * TOWER ANALYSIS AND DESIGN - (C) 1986-2000 Power Line Systems, Inc. * * * ******************************************************************************* Project Name : Project Notes: by : Licensed to :
S-2S Type Suspension Tower 33kV, Double Circuit, Medium Span, ACSR 210/35 Tower Version 5.017 SA-RA
Successfully performed linear analysis
Member check option: ASCE 10
Project: 33kV Double Circuit Medium Span Towers
Prepared By: SA-RA Project Department Date: 30.05.06
SUMMARY of ANALYSIS RESULTS Page 1/37
SA-RA Energy
CALCULATION SHEET
Subject: Design of S-2S Type Tower
Joints Geometry: Joint Symmetry X Coord. Y Coord. Z Coord. X Disp. Y Disp. Z Disp. X Rot. Y Rot. Z Rot. Label Code (m) (m) (m) Rest. Rest. Rest. Rest. Rest. Rest. -----------------------------------------------------------------------------------------------------------1P XY-Symmetry 0.746 0.746 0 Fixed Fixed Fixed Fixed Fixed Fixed 11P XY-Symmetry 0.2 0.2 12.9 Free Free Free Free Free Free 18P XY-Symmetry 0.2 0.2 18 Free Free Free Free Free Free 19P X-Symmetry 0 1.6 12.9 Free Free Free Free Free Free 20P X-Symmetry 0 1.6 15.2 Free Free Free Free Free Free 21P X-Symmetry 0 1.6 17.5 Free Free Free Free Free Free Secondary Joints: Joint Label
Symmetry Code
Origin Joint
End Joint
Fraction
Elevation X Disp. Y Disp. Z Disp. X Rot. Y Rot. Z Rot. Rest. Rest. Rest. Rest. Rest. Rest. (m) --------------------------------------------------------------------------------------------------------------------------------22S XY-Symmetry 1P 11P 0 1.5 Free Free Free Free Free Free 23S XY-Symmetry 1P 11P 0 3 Free Free Free Free Free Free 2S XY-Symmetry 1P 11P 0 3.99 Free Free Free Free Free Free 3S XY-Symmetry 1P 11P 0 4.98 Free Free Free Free Free Free 4S XY-Symmetry 1P 11P 0 5.97 Free Free Free Free Free Free 5S XY-Symmetry 1P 11P 0 6.96 Free Free Free Free Free Free 6S XY-Symmetry 1P 11P 0 7.95 Free Free Free Free Free Free 7S XY-Symmetry 1P 11P 0 8.94 Free Free Free Free Free Free 8S XY-Symmetry 1P 11P 0 9.93 Free Free Free Free Free Free 9S XY-Symmetry 1P 11P 0 10.92 Free Free Free Free Free Free 10S XY-Symmetry 1P 11P 0 11.91 Free Free Free Free Free Free 12S XY-Symmetry 11P 18P 0 13.4 Free Free Free Free Free Free 13S XY-Symmetry 11P 18P 0 14.3 Free Free Free Free Free Free 14S XY-Symmetry 11P 18P 0 15.2 Free Free Free Free Free Free 15S XY-Symmetry 11P 18P 0 15.7 Free Free Free Free Free Free 16S XY-Symmetry 11P 18P 0 16.6 Free Free Free Free Free Free 17S XY-Symmetry 11P 18P 0 17.5 Free Free Free Free Free Free Steel Material Properties: Steel Modulus Yield Ultimate Member Member Member Member Member Member Material of Stress Stress All. Stress All. Stress Rupture Rupture Bearing Bearing Label Elasticity Fy Fu Hyp. 1 Hyp. 2 Hyp. 1 Hyp. 2 Hyp. 1 Hyp. 2 (MPa) (MPa) (MPa) (MPa) (MPa) (MPa) (MPa) (MPa) (MPa) -------------------------------------------------------------------------------------------------------------------------S355 2.062e+005 355 470 0 0 0 0 0 0 S275 2.062e+005 275 410 0 0 0 0 0 0
Project: 33kV Double Circuit Medium Span Towers
Prepared By: SA-RA Project Department Date: 30.05.06
SUMMARY of ANALYSIS RESULTS Page 2/37
SA-RA Energy
CALCULATION SHEET
Subject: Design of S-2S Type Tower
Bolt Properties: Bolt Label
Bolt Diameter
Hole Diameter
Ultimate Shear Capacity (cm) (cm) (kN) -------------------------------------------------------M-12(5.8) 1.2 1.35 33.93 M-16(5.8) 1.6 1.75 60.32 Angle Properties: Angle Type
Angle Size
Long Short Thick. Unit Gross w/t Radius of Radius of Radius of Number of Wind Leg Leg Weight Area Ratio Gyration Rx Gyration Ry Gyration Rz Angles Width (cm) (cm) (cm) (N/m) (cm^2) (cm) (cm) (cm) (cm) -------------------------------------------------------------------------------------------------------------------SAE L35*35*3 3.5 3.5 0.3 16 2.04 9 1.06 1.06 0.68 1 4 SAE L40*40*3 4 4 0.3 18 2.35 10 1.21 1.21 0.78 1 4 SAE L40*40*4 4 4 0.4 24 3.08 7.5 1.21 1.21 0.78 1 4 SAE L45*45*4 4.5 4.5 0.4 27 3.49 8.5 1.36 1.36 0.88 1 5 SAE L60*60*4 6 6 0.4 36 4.71 12 1.83 1.83 1.18 1 6 SAE L75*75*5 7.5 7.5 0.5 57 7.36 12 2.29 2.29 1.48 1 8 SAE L75*75*6 7.5 7.5 0.6 67 8.75 9.8 2.28 2.28 1.47 1 8 SAE L80*80*7 8 8 0.7 83 10.8 9 2.44 2.44 1.57 1 8 Angle Groups: Group Group Label Description
Angle Type
Allow. Add. Angle Width For Optimize (cm) -----------------------------------------------------------------------------------------------53 LEG SAE L80*80*7 S355 Beam Leg None 0.000 55 LEG SAE L80*80*7 S355 Beam Leg None 0.000 49 LEG SAE L75*75*6 S355 Beam Leg None 0.000 47 LEG SAE L75*75*6 S355 Beam Leg None 0.000 45 LEG SAE L75*75*6 S355 Beam Leg None 0.000 43 LEG SAE L75*75*6 S355 Beam Leg None 0.000 41 LEG SAE L75*75*6 S355 Beam Leg None 0.000 39 LEG SAE L75*75*5 S355 Beam Leg None 0.000 37 LEG SAE L75*75*5 S355 Beam Leg None 0.000 35 LEG SAE L75*75*5 S355 Beam Leg None 0.000 33 LEG SAE L75*75*5 S355 Beam Leg None 0.000 31 LEG SAE L75*75*5 S355 Beam Leg None 0.000 25 LEG SAE L60*60*4 S355 Beam Leg None 0.000 22 LEG SAE L60*60*4 S355 Beam Leg None 0.000 20 LEG SAE L60*60*4 S355 Beam Leg None 0.000 Project: 33kV Double Circuit Medium Span Towers
Angle Size
Material Element Type Type
Group Type
Optimize Group
Prepared By: SA-RA Project Department Date: 30.05.06
SUMMARY of ANALYSIS RESULTS Page 3/37
SA-RA Energy 14 11 9 3 56 54 50 48 46 44 42 40 38 36 34 32 26 23 21 15 12 10 4 7 8 51 27 24 16 13 5 1 52 28 17 6 2
LEG LEG LEG LEG Z-BRC Z-BRC Z-BRC Z-BRC Z-BRC Z-BRC Z-BRC Z-BRC Z-BRC Z-BRC Z-BRC Z-BRC Z-BRC Z-BRC Z-BRC Z-BRC Z-BRC Z-BRC Z-BRC ARMT ARMB HRZ HRZ HRZ HRZ HRZ HRZ HRZ S-HRZ S-HRZ S-HRZ S-HRZ S-HRZ
CALCULATION SHEET SAE SAE SAE SAE SAE SAE SAE SAE SAE SAE SAE SAE SAE SAE SAE SAE SAE SAE SAE SAE SAE SAE SAE SAE SAE SAE SAE SAE SAE SAE SAE SAE SAE SAE SAE SAE SAE
L60*60*4 L60*60*4 L60*60*4 L60*60*4 L35*35*3 L35*35*3 L40*40*3 L40*40*3 L40*40*3 L40*40*3 L40*40*3 L40*40*4 L40*40*3 L40*40*4 L40*40*4 L45*45*4 L45*45*4 L40*40*4 L40*40*4 L35*35*3 L35*35*3 L35*35*3 L40*40*3 L35*35*3 L45*45*4 L40*40*3 L35*35*3 L35*35*3 L35*35*3 L35*35*3 L35*35*3 L35*35*3 L40*40*3 L35*35*3 L35*35*3 L35*35*3 L35*35*3
Project: 33kV Double Circuit Medium Span Towers
S355 S355 S355 S355 S275 S275 S275 S275 S275 S275 S275 S275 S275 S275 S275 S355 S275 S355 S355 S275 S275 S275 S355 S275 S275 S355 S275 S275 S275 S275 S275 S275 S275 S275 S275 S275 S275
Beam Beam Beam Beam Truss Truss Truss Truss Truss Truss Truss Truss Truss Truss Truss Truss Truss Truss Truss Truss Truss Truss Truss Truss Beam Truss Truss Truss Truss Truss Truss Truss Truss Truss Truss Truss Truss
Leg Leg Leg Leg Other Other Other Other Other Other Other Other Other Other Other Other Other Other Other Other Other Other Other Other Other Other Other Other Other Other Other Other Other Other Other Other Other
None None None None None None None None None None None None None None None None None None None None None None None None None None None None None None None None None None None None None
Subject: Design of S-2S Type Tower 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000
Prepared By: SA-RA Project Department Date: 30.05.06
SUMMARY of ANALYSIS RESULTS Page 4/37
SA-RA Energy
CALCULATION SHEET
Subject: Design of S-2S Type Tower
Sections: The adjustment factors below only apply to dead load and wind areas that are calculated for members in the model. They do not apply to equipment or to manually input dead load and drag areas. Section Label
Joint Defining Section Bottom
Dead Load Adj. Factor
Transverse Longitudinal Transverse Longitudinal Adj. Factor Adj. Factor Drag Area Drag Area Drag Area Drag Area for Face Af for Face Ar Adj. Factor Adj. Factor Adj. Factor Adj. Factor EIA Only EIA Only For All For All For Face For Face --------------------------------------------------------------------------------------------------------------------------1 15S 1.100 1.000 1.000 0.000 0.000 0.000 0.000 2 10S 1.100 1.000 1.000 0.000 0.000 0.000 0.000 3 6S 1.100 1.000 1.000 0.000 0.000 0.000 0.000 4 1P 1.100 1.000 1.000 0.000 0.000 0.000 0.000 Angle Member Connectivity: Member Label
Group Label
Symmetry Code
Origin Joint
End Ecc. Rest. Ratio Ratio Ratio Joint Code Code RLX RLY RLZ
Bolt # Type Bolts
# Bolt # Shear Holes Planes
Connect Leg
-------------------------------------------------------------------------------------------------------------------------------------1P 55 XY-Symmetry 1P 22S 1 4 1 1 1 M-16(5.8) 8 4 2 Both 2P 53 XY-Symmetry 22S 23S 1 4 1 1 1 M-16(5.8) 8 4 2 Both 3P 49 XY-Symmetry 23S 2S 1 4 2 1 1 M-16(5.8) 6 3 2 Both 4P 47 XY-Symmetry 2S 3S 1 4 2 1 1 M-16(5.8) 6 3 2 Both 5P 45 XY-Symmetry 3S 4S 1 4 2 1 1 M-16(5.8) 6 3 2 Both 6P 43 XY-Symmetry 4S 5S 1 4 2 1 1 M-16(5.8) 6 3 2 Both 7P 41 XY-Symmetry 5S 6S 1 4 2 1 1 M-16(5.8) 6 3 2 Both 8P 39 XY-Symmetry 6S 7S 1 4 2 1 1 M-16(5.8) 6 3 2 Both 9P 37 XY-Symmetry 7S 8S 1 4 2 1 1 M-16(5.8) 6 3 2 Both 10P 35 XY-Symmetry 8S 9S 1 4 2 1 1 M-16(5.8) 6 3 2 Both 11P 33 XY-Symmetry 9S 10S 1 4 2 1 1 M-16(5.8) 6 3 2 Both 12P 31 XY-Symmetry 10S 11P 1 4 2 1 1 M-16(5.8) 6 3 2 Both 13P 25 XY-Symmetry 11P 12S 1 4 1 1 1 M-16(5.8) 4 2 2 Both 14P 22 XY-Symmetry 12S 13S 1 4 2 1 1 M-16(5.8) 4 2 2 Both 15P 20 XY-Symmetry 13S 14S 1 4 2 1 1 M-16(5.8) 4 2 2 Both 16P 14 XY-Symmetry 14S 15S 1 4 1 1 1 M-16(5.8) 4 2 2 Both 17P 11 XY-Symmetry 15S 16S 1 4 2 1 1 M-16(5.8) 4 2 2 Both 18P 9 XY-Symmetry 16S 17S 1 4 2 1 1 M-16(5.8) 4 2 2 Both 19P 3 XY-Symmetry 17S 18P 1 4 1 1 1 M-16(5.8) 4 2 2 Both 56-1P 56 XY-Symmetry 1P 22X 3 4 0.5 0.76 0.5 M-12(5.8) 1 1 1 Long only 56-2P 56 XY-Symmetry 1P 22Y 3 4 0.5 0.76 0.5 M-12(5.8) 1 1 1 Long only 54-1P 54 XY-Symmetry 22S 23X 3 4 0.5 0.76 0.5 M-12(5.8) 1 1 1 Long only 54-2P 54 XY-Symmetry 22S 23Y 3 4 0.5 0.76 0.5 M-12(5.8) 1 1 1 Long only 18-1P 50 None 23X 2S 3 4 1 1 1 M-12(5.8) 1 1 1 Long only 18-2P 50 None 23Y 2XY 3 4 1 1 1 M-12(5.8) 1 1 1 Long only 18-3P 50 None 23S 2Y 3 4 1 1 1 M-12(5.8) 1 1 1 Long only 18-4P 50 None 23XY 2X 3 4 1 1 1 M-12(5.8) 1 1 1 Long only 19-1P 48 None 2S 3X 3 4 1 1 1 M-12(5.8) 1 1 1 Long only Project: 33kV Double Circuit Medium Span Towers
Prepared By: SA-RA Project Department Date: 30.05.06
SUMMARY of ANALYSIS RESULTS Page 5/37
SA-RA Energy 19-2P 19-3P 19-4P 20-1P 20-2P 20-3P 20-4P 21-1P 21-2P 21-3P 21-4P 22-1P 22-2P 22-3P 22-4P 23-1P 23-2P 23-3P 23-4P 24-1P 24-2P 24-3P 24-4P 25-1P 25-2P 25-3P 25-4P 26-1P 26-2P 26-3P 26-4P 27-1P 27-2P 27-3P 27-4P 28-1P 28-2P 28-3P 28-4P 29-1P 29-2P 29-3P 29-4P 30-1P 30-2P 30-3P 30-4P 31-1P
48 48 48 46 46 46 46 44 44 44 44 42 42 42 42 40 40 40 40 38 38 38 38 36 36 36 36 34 34 34 34 32 32 32 32 26 26 26 26 23 23 23 23 21 21 21 21 15
CALCULATION SHEET None None None None None None None None None None None None None None None None None None None None None None None None None None None None None None None None None None None None None None None None None None None None None None None None
Project: 33kV Double Circuit Medium Span Towers
2XY 2Y 2X 3X 3Y 3S 3XY 4S 4XY 4Y 4X 5X 5Y 5S 5XY 6S 6XY 6Y 6X 7X 7Y 7S 7XY 8S 8XY 8Y 8X 9X 9Y 9S 9XY 10S 10XY 10Y 10X 11X 11Y 11P 11XY 12S 12XY 12Y 12X 13X 13Y 13S 13XY 14S
3Y 3S 3XY 4S 4XY 4Y 4X 5X 5Y 5S 5XY 6S 6XY 6Y 6X 7X 7Y 7S 7XY 8S 8XY 8Y 8X 9X 9Y 9S 9XY 10S 10XY 10Y 10X 11X 11Y 11P 11XY 12S 12XY 12Y 12X 13X 13Y 13S 13XY 14S 14XY 14Y 14X 15X
3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3
4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4
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 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 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 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 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 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1
Subject: Design of S-2S Type Tower M-12(5.8) M-12(5.8) M-12(5.8) M-12(5.8) M-12(5.8) M-12(5.8) M-12(5.8) M-12(5.8) M-12(5.8) M-12(5.8) M-12(5.8) M-12(5.8) M-12(5.8) M-12(5.8) M-12(5.8) M-12(5.8) M-12(5.8) M-12(5.8) M-12(5.8) M-12(5.8) M-12(5.8) M-12(5.8) M-12(5.8) M-12(5.8) M-12(5.8) M-12(5.8) M-12(5.8) M-12(5.8) M-12(5.8) M-12(5.8) M-12(5.8) M-12(5.8) M-12(5.8) M-12(5.8) M-12(5.8) M-12(5.8) M-12(5.8) M-12(5.8) M-12(5.8) M-12(5.8) M-12(5.8) M-12(5.8) M-12(5.8) M-12(5.8) M-12(5.8) M-12(5.8) M-12(5.8) M-12(5.8)
Prepared By: SA-RA Project Department Date: 30.05.06
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 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 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 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 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 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1
Long Long Long Long Long Long Long Long Long Long Long Long Long Long Long Long Long Long Long Long Long Long Long Long Long Long Long Long Long Long Long Long Long Long Long Long Long Long Long Long Long Long Long Long Long Long Long Long
only only only only only only only only only only only only only only only only only only only only only only only only only only only only only only only only only only only only only only only only only only only only only only only only SUMMARY of ANALYSIS RESULTS Page 6/37
SA-RA Energy 31-2P 31-3P 31-4P 32-1P 32-2P 32-3P 32-4P 33-1P 33-2P 33-3P 33-4P 34-1P 34-2P 34-3P 34-4P BBP BTP MBP MTP TBP TTP 51-TP 51-LP 35-TP 35-LP 36-TP 36-LP 37-TP 37-LP 38-TP 38-LP 39-TP 39-LP 40-TP 40-LP 40P 41P 42P 43P 44P 45P 46P 47P 48P 49P
15 15 15 12 12 12 12 10 10 10 10 4 4 4 4 8 7 8 7 8 7 51 51 27 27 24 24 16 16 13 13 5 5 1 1 52 52 28 28 17 17 6 6 2 2
CALCULATION SHEET None None None None None None None None None None None None None None None XY-Symmetry XY-Symmetry XY-Symmetry XY-Symmetry XY-Symmetry XY-Symmetry Y-Symmetry X-Symmetry Y-Symmetry X-Symmetry Y-Symmetry X-Symmetry Y-Symmetry X-Symmetry Y-Symmetry X-Symmetry Y-Symmetry X-Symmetry Y-Symmetry X-Symmetry None None None None None None None None None None
Project: 33kV Double Circuit Medium Span Towers
14XY 14Y 14X 15X 15Y 15S 15XY 16S 16XY 16Y 16X 17X 17Y 17S 17XY 11P 12S 14S 15S 17S 18P 23S 23S 11P 11P 12S 12S 14S 14S 15S 15S 17S 17S 18P 18P 23S 23X 11P 11X 14S 14X 17S 17X 18X 18P
15Y 15S 15XY 16S 16XY 16Y 16X 17X 17Y 17S 17XY 18P 18XY 18Y 18X 19P 19P 20P 20P 21P 21P 23X 23Y 11X 11Y 12X 12Y 14X 14Y 15X 15Y 17X 17Y 18X 18Y 23XY 23Y 11XY 11Y 14XY 14Y 17XY 17Y 18Y 18XY
3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 1 2 1 2 1 2 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3
4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 5 4 5 4 5 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4
1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 0.5 0.5 0.5 0.5 0.5 0.5 1 1 1 1 1 1 1 1 1 1 1 1 1 1 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5
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 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 1 1 1 1 1 1 1 1 1 1 0.5 0.5 0.5 0.5 0.5 0.5 1 1 1 1 1 1 1 1 1 1 1 1 1 1 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5
Subject: Design of S-2S Type Tower M-12(5.8) M-12(5.8) M-12(5.8) M-12(5.8) M-12(5.8) M-12(5.8) M-12(5.8) M-12(5.8) M-12(5.8) M-12(5.8) M-12(5.8) M-12(5.8) M-12(5.8) M-12(5.8) M-12(5.8) M-12(5.8) M-12(5.8) M-12(5.8) M-12(5.8) M-12(5.8) M-12(5.8) M-12(5.8) M-12(5.8) M-12(5.8) M-12(5.8) M-12(5.8) M-12(5.8) M-12(5.8) M-12(5.8) M-12(5.8) M-12(5.8) M-12(5.8) M-12(5.8) M-12(5.8) M-12(5.8) M-12(5.8) M-12(5.8) M-12(5.8) M-12(5.8) M-12(5.8) M-12(5.8) M-12(5.8) M-12(5.8) M-12(5.8) M-12(5.8)
Prepared By: SA-RA Project Department Date: 30.05.06
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 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 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 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 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 1 1 1 1 1 1 1 1 1 1
Long Long Long Long Long Long Long Long Long Long Long Long Long Long Long Long Long Long Long Long Long Long Long Long Long Long Long Long Long Long Long Long Long Long Long Long Long Long Long Long Long Long Long Long Long
only only only only only only only only only only only only only only only only only only only only only only only only only only only only only only only only only only only only only only only only only only only only only
SUMMARY of ANALYSIS RESULTS Page 7/37
SA-RA Energy
CALCULATION SHEET
Subject: Design of S-2S Type Tower
Member Capacities: Member Design Comp. Design Tension L/r L/r Connection Connection Net Section Label Compression Control Tension Control Compression Shear Bearing Tension Capacity Criterion Capacity Criterion Capacity Capacity Capacity Capacity (kN) (kN) (kN) (kN) (kN) (kN) --------------------------------------------------------------------------------------------------------1P 230.218 L/r 209.450 Net Sect 96 230.218 965.104 631.680 209.450 2P 230.218 L/r 209.450 Net Sect 96 230.218 965.104 631.680 209.450 3P 208.091 L/r 198.800 Net Sect 87 208.091 723.828 406.080 198.800 4P 208.091 L/r 198.800 Net Sect 87 208.091 723.828 406.080 198.800 5P 208.091 L/r 198.800 Net Sect 87 208.091 723.828 406.080 198.800 6P 208.091 L/r 198.800 Net Sect 87 208.091 723.828 406.080 198.800 7P 208.091 L/r 198.800 Net Sect 87 208.091 723.828 406.080 198.800 8P 170.891 L/r 168.093 Net Sect 87 170.891 723.828 338.400 168.093 9P 170.891 L/r 168.093 Net Sect 87 170.891 723.828 338.400 168.093 10P 170.891 L/r 168.093 Net Sect 87 170.891 723.828 338.400 168.093 11P 170.891 L/r 168.093 Net Sect 87 170.891 723.828 338.400 168.093 12P 170.891 L/r 168.093 Net Sect 87 170.891 723.828 338.400 168.093 13P 146.790 L/r 117.505 Net Sect 42 146.790 482.552 180.480 117.505 14P 95.116 L/r 117.505 Net Sect 98 95.116 482.552 180.480 117.505 15P 95.116 L/r 117.505 Net Sect 98 95.116 482.552 180.480 117.505 16P 146.790 L/r 117.505 Net Sect 42 146.790 482.552 180.480 117.505 17P 95.116 L/r 117.505 Net Sect 98 95.116 482.552 180.480 117.505 18P 95.116 L/r 117.505 Net Sect 98 95.116 482.552 180.480 117.505 19P 146.790 L/r 117.505 Net Sect 42 146.790 482.552 180.480 117.505 56-1P 17.878 L/r 22.140 Bearing 152 17.878 33.929 22.140 40.466 56-2P 17.878 L/r 22.140 Bearing 152 17.878 33.929 22.140 40.466 54-1P 19.448 L/r 22.140 Bearing 146 19.448 33.929 22.140 40.466 54-2P 19.448 L/r 22.140 Bearing 146 19.448 33.929 22.140 40.466 18-1P 12.059 L/r 22.140 Bearing 199 12.059 33.929 22.140 48.139 18-2P 12.059 L/r 22.140 Bearing 199 12.059 33.929 22.140 48.139 18-3P 12.059 L/r 22.140 Bearing 199 12.059 33.929 22.140 48.139 18-4P 12.059 L/r 22.140 Bearing 199 12.059 33.929 22.140 48.139 19-1P 13.111 L/r 22.140 Bearing 191 13.111 33.929 22.140 48.139 19-2P 13.111 L/r 22.140 Bearing 191 13.111 33.929 22.140 48.139 19-3P 13.111 L/r 22.140 Bearing 191 13.111 33.929 22.140 48.139 19-4P 13.111 L/r 22.140 Bearing 191 13.111 33.929 22.140 48.139 20-1P 14.264 L/r 22.140 Bearing 183 14.264 33.929 22.140 48.139 20-2P 14.264 L/r 22.140 Bearing 183 14.264 33.929 22.140 48.139 20-3P 14.264 L/r 22.140 Bearing 183 14.264 33.929 22.140 48.139 20-4P 14.264 L/r 22.140 Bearing 183 14.264 33.929 22.140 48.139 21-1P 15.522 L/r 22.140 Bearing 176 15.522 33.929 22.140 48.139 21-2P 15.522 L/r 22.140 Bearing 176 15.522 33.929 22.140 48.139 21-3P 15.522 L/r 22.140 Bearing 176 15.522 33.929 22.140 48.139 21-4P 15.522 L/r 22.140 Bearing 176 15.522 33.929 22.140 48.139 22-1P 16.885 L/r 22.140 Bearing 168 16.885 33.929 22.140 48.139 Project: 33kV Double Circuit Medium Span Towers
Prepared By: SA-RA Project Department Date: 30.05.06
SUMMARY of ANALYSIS RESULTS Page 8/37
SA-RA Energy 22-2P 22-3P 22-4P 23-1P 23-2P 23-3P 23-4P 24-1P 24-2P 24-3P 24-4P 25-1P 25-2P 25-3P 25-4P 26-1P 26-2P 26-3P 26-4P 27-1P 27-2P 27-3P 27-4P 28-1P 28-2P 28-3P 28-4P 29-1P 29-2P 29-3P 29-4P 30-1P 30-2P 30-3P 30-4P 31-1P 31-2P 31-3P 31-4P 32-1P 32-2P 32-3P 32-4P 33-1P 33-2P 33-3P 33-4P 34-1P
16.885 16.885 16.885 24.046 24.046 24.046 24.046 19.893 19.893 19.893 19.893 28.176 28.176 28.176 28.176 29.520 29.520 29.520 29.520 33.840 33.840 33.840 33.840 29.520 29.520 29.520 29.520 33.840 33.840 33.840 33.840 33.840 33.840 33.840 33.840 22.140 22.140 22.140 22.140 19.789 19.789 19.789 19.789 19.789 19.789 19.789 19.789 25.380
CALCULATION SHEET L/r L/r L/r L/r L/r L/r L/r L/r L/r L/r L/r L/r L/r L/r L/r Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing L/r L/r L/r L/r L/r L/r L/r L/r Bearing
22.140 22.140 22.140 29.520 29.520 29.520 29.520 22.140 22.140 22.140 22.140 29.520 29.520 29.520 29.520 29.520 29.520 29.520 29.520 33.840 33.840 33.840 33.840 29.520 29.520 29.520 29.520 33.840 33.840 33.840 33.840 33.840 33.840 33.840 33.840 22.140 22.140 22.140 22.140 22.140 22.140 22.140 22.140 22.140 22.140 22.140 22.140 25.380
Project: 33kV Double Circuit Medium Span Towers
Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing
168 168 168 161 161 161 161 155 155 155 155 149 149 149 149 144 144 144 144 123 123 123 123 73 73 73 73 126 126 126 126 126 126 126 126 94 94 94 94 145 145 145 145 145 145 145 145 82
16.885 16.885 16.885 24.046 24.046 24.046 24.046 19.893 19.893 19.893 19.893 28.176 28.176 28.176 28.176 30.306 30.306 30.306 30.306 46.721 46.721 46.721 46.721 65.854 65.854 65.854 65.854 39.311 39.311 39.311 39.311 39.311 39.311 39.311 39.311 34.367 34.367 34.367 34.367 19.789 19.789 19.789 19.789 19.789 19.789 19.789 19.789 46.276
33.929 33.929 33.929 33.929 33.929 33.929 33.929 33.929 33.929 33.929 33.929 33.929 33.929 33.929 33.929 33.929 33.929 33.929 33.929 33.929 33.929 33.929 33.929 33.929 33.929 33.929 33.929 33.929 33.929 33.929 33.929 33.929 33.929 33.929 33.929 33.929 33.929 33.929 33.929 33.929 33.929 33.929 33.929 33.929 33.929 33.929 33.929 33.929
22.140 22.140 22.140 29.520 29.520 29.520 29.520 22.140 22.140 22.140 22.140 29.520 29.520 29.520 29.520 29.520 29.520 29.520 29.520 33.840 33.840 33.840 33.840 29.520 29.520 29.520 29.520 33.840 33.840 33.840 33.840 33.840 33.840 33.840 33.840 22.140 22.140 22.140 22.140 22.140 22.140 22.140 22.140 22.140 22.140 22.140 22.140 25.380
Subject: Design of S-2S Type Tower 48.139 48.139 48.139 62.865 62.865 62.865 62.865 48.139 48.139 48.139 48.139 62.865 62.865 62.865 62.865 62.865 62.865 62.865 62.865 94.252 94.252 94.252 94.252 73.013 73.013 73.013 73.013 81.153 81.153 81.153 81.153 81.153 81.153 81.153 81.153 40.466 40.466 40.466 40.466 40.466 40.466 40.466 40.466 40.466 40.466 40.466 40.466 62.143
Prepared By: SA-RA Project Department Date: 30.05.06
SUMMARY of ANALYSIS RESULTS Page 9/37
SA-RA Energy 34-2P 34-3P 34-4P BBP BTP MBP MTP TBP TTP 51-TP 51-LP 35-TP 35-LP 36-TP 36-LP 37-TP 37-LP 38-TP 38-LP 39-TP 39-LP 40-TP 40-LP 40P 41P 42P 43P 44P 45P 46P 47P 48P 49P 1X 1XY 1Y 2X 2XY 2Y 3X 3XY 3Y 4X 4XY 4Y 5X 5XY 5Y
25.380 25.380 25.380 29.520 22.140 29.520 22.140 29.520 22.140 18.982 18.982 22.140 22.140 22.140 22.140 22.140 22.140 22.140 22.140 22.140 22.140 22.140 22.140 22.140 22.140 22.140 22.140 22.140 22.140 22.140 22.140 22.140 22.140 230.218 230.218 230.218 230.218 230.218 230.218 208.091 208.091 208.091 208.091 208.091 208.091 208.091 208.091 208.091
CALCULATION SHEET Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing L/r L/r Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing L/r L/r L/r L/r L/r L/r L/r L/r L/r L/r L/r L/r L/r L/r L/r
25.380 25.380 25.380 29.520 22.140 29.520 22.140 29.520 22.140 25.380 25.380 22.140 22.140 22.140 22.140 22.140 22.140 22.140 22.140 22.140 22.140 22.140 22.140 22.140 22.140 22.140 22.140 22.140 22.140 22.140 22.140 22.140 22.140 209.450 209.450 209.450 209.450 209.450 209.450 198.800 198.800 198.800 198.800 198.800 198.800 198.800 198.800 198.800
Project: 33kV Double Circuit Medium Span Towers
Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing Net Sect Net Sect Net Sect Net Sect Net Sect Net Sect Net Sect Net Sect Net Sect Net Sect Net Sect Net Sect Net Sect Net Sect Net Sect
82 82 82 104 142 104 142 104 142 159 159 59 59 59 59 59 59 59 59 59 59 59 59 145 145 53 53 53 53 53 53 53 53 96 96 96 96 96 96 87 87 87 87 87 87 87 87 87
46.276 46.276 46.276 60.913 22.303 60.913 22.303 60.913 22.303 18.982 18.982 40.948 40.948 40.948 40.948 40.948 40.948 40.948 40.948 40.948 40.948 40.948 40.948 22.839 22.839 41.859 41.859 41.859 41.859 41.859 41.859 41.859 41.859 230.218 230.218 230.218 230.218 230.218 230.218 208.091 208.091 208.091 208.091 208.091 208.091 208.091 208.091 208.091
33.929 33.929 33.929 33.929 33.929 33.929 33.929 33.929 33.929 33.929 33.929 33.929 33.929 33.929 33.929 33.929 33.929 33.929 33.929 33.929 33.929 33.929 33.929 33.929 33.929 33.929 33.929 33.929 33.929 33.929 33.929 33.929 33.929 965.104 965.104 965.104 965.104 965.104 965.104 723.828 723.828 723.828 723.828 723.828 723.828 723.828 723.828 723.828
25.380 25.380 25.380 29.520 22.140 29.520 22.140 29.520 22.140 25.380 25.380 22.140 22.140 22.140 22.140 22.140 22.140 22.140 22.140 22.140 22.140 22.140 22.140 22.140 22.140 22.140 22.140 22.140 22.140 22.140 22.140 22.140 22.140 631.680 631.680 631.680 631.680 631.680 631.680 406.080 406.080 406.080 406.080 406.080 406.080 406.080 406.080 406.080
Subject: Design of S-2S Type Tower 62.143 62.143 62.143 73.013 40.466 73.013 40.466 73.013 40.466 62.143 62.143 40.466 40.466 40.466 40.466 40.466 40.466 40.466 40.466 40.466 40.466 40.466 40.466 48.139 48.139 40.466 40.466 40.466 40.466 40.466 40.466 40.466 40.466 209.450 209.450 209.450 209.450 209.450 209.450 198.800 198.800 198.800 198.800 198.800 198.800 198.800 198.800 198.800
Prepared By: SA-RA Project Department Date: 30.05.06
SUMMARY of ANALYSIS RESULTS Page 10/37
SA-RA Energy 6X 6XY 6Y 7X 7XY 7Y 8X 8XY 8Y 9X 9XY 9Y 10X 10XY 10Y 11X 11XY 11Y 12X 12XY 12Y 13X 13XY 13Y 14X 14XY 14Y 15X 15XY 15Y 16X 16XY 16Y 17X 17XY 17Y 18X 18XY 18Y 19X 19XY 19Y 56-1X 56-1XY 56-1Y 56-2X 56-2XY 56-2Y
208.091 208.091 208.091 208.091 208.091 208.091 170.891 170.891 170.891 170.891 170.891 170.891 170.891 170.891 170.891 170.891 170.891 170.891 170.891 170.891 170.891 146.790 146.790 146.790 95.116 95.116 95.116 95.116 95.116 95.116 146.790 146.790 146.790 95.116 95.116 95.116 95.116 95.116 95.116 146.790 146.790 146.790 17.878 17.878 17.878 17.878 17.878 17.878
CALCULATION SHEET L/r L/r L/r L/r L/r L/r L/r L/r L/r L/r L/r L/r L/r L/r L/r L/r L/r L/r L/r L/r L/r L/r L/r L/r L/r L/r L/r L/r L/r L/r L/r L/r L/r L/r L/r L/r L/r L/r L/r L/r L/r L/r L/r L/r L/r L/r L/r L/r
198.800 198.800 198.800 198.800 198.800 198.800 168.093 168.093 168.093 168.093 168.093 168.093 168.093 168.093 168.093 168.093 168.093 168.093 168.093 168.093 168.093 117.505 117.505 117.505 117.505 117.505 117.505 117.505 117.505 117.505 117.505 117.505 117.505 117.505 117.505 117.505 117.505 117.505 117.505 117.505 117.505 117.505 22.140 22.140 22.140 22.140 22.140 22.140
Project: 33kV Double Circuit Medium Span Towers
Net Sect Net Sect Net Sect Net Sect Net Sect Net Sect Net Sect Net Sect Net Sect Net Sect Net Sect Net Sect Net Sect Net Sect Net Sect Net Sect Net Sect Net Sect Net Sect Net Sect Net Sect Net Sect Net Sect Net Sect Net Sect Net Sect Net Sect Net Sect Net Sect Net Sect Net Sect Net Sect Net Sect Net Sect Net Sect Net Sect Net Sect Net Sect Net Sect Net Sect Net Sect Net Sect Bearing Bearing Bearing Bearing Bearing Bearing
87 87 87 87 87 87 87 87 87 87 87 87 87 87 87 87 87 87 87 87 87 42 42 42 98 98 98 98 98 98 42 42 42 98 98 98 98 98 98 42 42 42 152 152 152 152 152 152
208.091 208.091 208.091 208.091 208.091 208.091 170.891 170.891 170.891 170.891 170.891 170.891 170.891 170.891 170.891 170.891 170.891 170.891 170.891 170.891 170.891 146.790 146.790 146.790 95.116 95.116 95.116 95.116 95.116 95.116 146.790 146.790 146.790 95.116 95.116 95.116 95.116 95.116 95.116 146.790 146.790 146.790 17.878 17.878 17.878 17.878 17.878 17.878
723.828 723.828 723.828 723.828 723.828 723.828 723.828 723.828 723.828 723.828 723.828 723.828 723.828 723.828 723.828 723.828 723.828 723.828 723.828 723.828 723.828 482.552 482.552 482.552 482.552 482.552 482.552 482.552 482.552 482.552 482.552 482.552 482.552 482.552 482.552 482.552 482.552 482.552 482.552 482.552 482.552 482.552 33.929 33.929 33.929 33.929 33.929 33.929
406.080 406.080 406.080 406.080 406.080 406.080 338.400 338.400 338.400 338.400 338.400 338.400 338.400 338.400 338.400 338.400 338.400 338.400 338.400 338.400 338.400 180.480 180.480 180.480 180.480 180.480 180.480 180.480 180.480 180.480 180.480 180.480 180.480 180.480 180.480 180.480 180.480 180.480 180.480 180.480 180.480 180.480 22.140 22.140 22.140 22.140 22.140 22.140
Subject: Design of S-2S Type Tower 198.800 198.800 198.800 198.800 198.800 198.800 168.093 168.093 168.093 168.093 168.093 168.093 168.093 168.093 168.093 168.093 168.093 168.093 168.093 168.093 168.093 117.505 117.505 117.505 117.505 117.505 117.505 117.505 117.505 117.505 117.505 117.505 117.505 117.505 117.505 117.505 117.505 117.505 117.505 117.505 117.505 117.505 40.466 40.466 40.466 40.466 40.466 40.466
Prepared By: SA-RA Project Department Date: 30.05.06
SUMMARY of ANALYSIS RESULTS Page 11/37
SA-RA Energy 54-1X 54-1XY 54-1Y 54-2X 54-2XY 54-2Y BBX BBXY BBY BTX BTXY BTY MBX MBXY MBY MTX MTXY MTY TBX TBXY TBY TTX TTXY TTY 51-TY 51-LX 35-TY 35-LX 36-TY 36-LX 37-TY 37-LX 38-TY 38-LX 39-TY 39-LX 40-TY 40-LX
19.448 19.448 19.448 19.448 19.448 19.448 29.520 29.520 29.520 22.140 22.140 22.140 29.520 29.520 29.520 22.140 22.140 22.140 29.520 29.520 29.520 22.140 22.140 22.140 18.982 18.982 22.140 22.140 22.140 22.140 22.140 22.140 22.140 22.140 22.140 22.140 22.140 22.140
CALCULATION SHEET L/r L/r L/r L/r L/r L/r Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing L/r L/r Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing
22.140 22.140 22.140 22.140 22.140 22.140 29.520 29.520 29.520 22.140 22.140 22.140 29.520 29.520 29.520 22.140 22.140 22.140 29.520 29.520 29.520 22.140 22.140 22.140 25.380 25.380 22.140 22.140 22.140 22.140 22.140 22.140 22.140 22.140 22.140 22.140 22.140 22.140
Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing
146 146 146 146 146 146 104 104 104 142 142 142 104 104 104 142 142 142 104 104 104 142 142 142 159 159 59 59 59 59 59 59 59 59 59 59 59 59
19.448 19.448 19.448 19.448 19.448 19.448 60.913 60.913 60.913 22.303 22.303 22.303 60.913 60.913 60.913 22.303 22.303 22.303 60.913 60.913 60.913 22.303 22.303 22.303 18.982 18.982 40.948 40.948 40.948 40.948 40.948 40.948 40.948 40.948 40.948 40.948 40.948 40.948
33.929 33.929 33.929 33.929 33.929 33.929 33.929 33.929 33.929 33.929 33.929 33.929 33.929 33.929 33.929 33.929 33.929 33.929 33.929 33.929 33.929 33.929 33.929 33.929 33.929 33.929 33.929 33.929 33.929 33.929 33.929 33.929 33.929 33.929 33.929 33.929 33.929 33.929
22.140 22.140 22.140 22.140 22.140 22.140 29.520 29.520 29.520 22.140 22.140 22.140 29.520 29.520 29.520 22.140 22.140 22.140 29.520 29.520 29.520 22.140 22.140 22.140 25.380 25.380 22.140 22.140 22.140 22.140 22.140 22.140 22.140 22.140 22.140 22.140 22.140 22.140
Subject: Design of S-2S Type Tower 40.466 40.466 40.466 40.466 40.466 40.466 73.013 73.013 73.013 40.466 40.466 40.466 73.013 73.013 73.013 40.466 40.466 40.466 73.013 73.013 73.013 40.466 40.466 40.466 62.143 62.143 40.466 40.466 40.466 40.466 40.466 40.466 40.466 40.466 40.466 40.466 40.466 40.466
Sum of Dead Load and Drag Areas From Equipment, Input and Calculated: Joint Label
Unfactored X-Drag Y-Drag Dead Load Area Area (kN) (m^2) (m^2) -------------------------------------------1P 0.105 0.132 0.132 11P 0.099 0.143 0.119 18P 0.041 0.074 0.052 Project: 33kV Double Circuit Medium Span Towers
19P 20P 21P
0.068 0.068 0.068
0.129 0.129 0.129
0.032 0.032 0.032
Prepared By: SA-RA Project Department Date: 30.05.06
1X 1XY 1Y
0.105 0.105 0.105
0.132 0.132 0.132
0.132 0.132 0.132
SUMMARY of ANALYSIS RESULTS Page 12/37
SA-RA Energy 11X 11XY 11Y 18X 18XY 18Y 19X 20X 21X 22S 23S 2S 3S 4S 5S 6S 7S 8S 9S 10S 12S 13S 14S 15S 16S 17S
0.099 0.099 0.099 0.041 0.041 0.041 0.068 0.068 0.068 0.208 0.197 0.104 0.102 0.101 0.100 0.097 0.090 0.089 0.092 0.093 0.070 0.062 0.079 0.062 0.053 0.076
CALCULATION SHEET 0.149 0.143 0.149 0.071 0.074 0.071 0.129 0.129 0.129 0.261 0.239 0.140 0.119 0.135 0.119 0.131 0.119 0.127 0.119 0.129 0.115 0.090 0.126 0.108 0.093 0.121
0.113 0.119 0.113 0.055 0.052 0.055 0.032 0.032 0.032 0.261 0.250 0.119 0.138 0.119 0.133 0.119 0.129 0.119 0.125 0.124 0.091 0.093 0.091 0.093 0.090 0.096
22X 22XY 22Y 23X 23XY 23Y 2X 2XY 2Y 3X 3XY 3Y 4X 4XY 4Y 5X 5XY 5Y 6X 6XY 6Y 7X 7XY 7Y 8X 8XY
0.208 0.208 0.208 0.197 0.197 0.197 0.104 0.104 0.104 0.102 0.102 0.102 0.101 0.101 0.101 0.100 0.100 0.100 0.097 0.097 0.097 0.090 0.090 0.090 0.089 0.089
0.261 0.261 0.261 0.250 0.239 0.250 0.119 0.140 0.119 0.138 0.119 0.138 0.119 0.135 0.119 0.133 0.119 0.133 0.119 0.131 0.119 0.129 0.119 0.129 0.119 0.127
Subject: Design of S-2S Type Tower 0.261 0.261 0.261 0.239 0.250 0.239 0.140 0.119 0.140 0.119 0.138 0.119 0.135 0.119 0.135 0.119 0.133 0.119 0.131 0.119 0.131 0.119 0.129 0.119 0.127 0.119
8Y 9X 9XY 9Y 10X 10XY 10Y 12X 12XY 12Y 13X 13XY 13Y 14X 14XY 14Y 15X 15XY 15Y 16X 16XY 16Y 17X 17XY 17Y Total
0.089 0.092 0.092 0.092 0.093 0.093 0.093 0.070 0.070 0.070 0.062 0.062 0.062 0.079 0.079 0.079 0.062 0.062 0.062 0.053 0.053 0.053 0.076 0.076 0.076 8.084
0.119 0.125 0.119 0.125 0.124 0.129 0.124 0.110 0.115 0.110 0.093 0.090 0.093 0.121 0.126 0.121 0.112 0.108 0.112 0.090 0.093 0.090 0.126 0.121 0.126 11.330
0.127 0.119 0.125 0.119 0.129 0.124 0.129 0.096 0.091 0.096 0.090 0.093 0.090 0.096 0.091 0.096 0.089 0.093 0.089 0.093 0.090 0.093 0.091 0.096 0.091 10.155
Unadjusted Dead Load and Drag Areas by Section: Section Label
Unfactored X-Drag Y-Drag X-Drag Y-Drag Dead Load Area All Area All Area Face Area Face (kN) (m^2) (m^2) (m^2) (m^2) ---------------------------------------------------------------------------1 0.861 1.623 1.231 0.687 0.475 2 1.648 2.899 2.116 1.251 0.827 3 1.324 1.965 1.965 0.824 0.824 4 3.517 4.842 4.842 1.933 1.933 Total 7.349 11.330 10.155 4.696 4.060
Project: 33kV Double Circuit Medium Span Towers
Prepared By: SA-RA Project Department Date: 30.05.06
SUMMARY of ANALYSIS RESULTS Page 13/37
SA-RA Energy
CALCULATION SHEET
Subject: Design of S-2S Type Tower
*** Loads Data Vector Load Cases: Load Case Dead Load Description Factor
SF for SF for SF for SF for SF for SF for SF for SF for SF for SF For Trans. Longit. Pole Pole Point Steel Wood Conc. Conc. Conc. Guys Non- Braces Insuls. Found. Wind Wind Trans. Longit. Loads Arms, Poles Poles Ult. First Zero Steel Pressure Pressure Base Rot. Base Rot. and Towers Crack Tens. Arms (Pa) (Pa) (deg) (deg) ----------------------------------------------------------------------------------------------------------------------------------------------------------CASE 1 1.6500 1.00000 0.0000 0.0000 0.0000 0.0000 1.0000 0.0000 0.0000 1.0000 1.0000 0 0 0 0 18 loads CASE 2 1.6500 1.00000 0.0000 0.0000 0.0000 0.0000 1.0000 0.0000 0.0000 1.0000 1.0000 0 0 0 0 18 loads CASE 3 1.6500 1.00000 0.0000 0.0000 0.0000 0.0000 1.0000 0.0000 0.0000 1.0000 1.0000 0 0 0 0 18 loads CASE 4 1.6500 1.00000 0.0000 0.0000 0.0000 0.0000 1.0000 0.0000 0.0000 1.0000 1.0000 0 0 0 0 18 loads CASE 5 1.6500 1.00000 0.0000 0.0000 0.0000 0.0000 1.0000 0.0000 0.0000 1.0000 1.0000 0 0 0 0 6 loads CASE 6 1.6500 1.00000 0.0000 0.0000 0.0000 0.0000 1.0000 0.0000 0.0000 1.0000 1.0000 0 0 0 0 18 loads CASE 7 1.6500 1.00000 0.0000 0.0000 0.0000 0.0000 1.0000 0.0000 0.0000 1.0000 1.0000 0 0 0 0 18 loads CASE 8 1.6500 1.00000 0.0000 0.0000 0.0000 0.0000 1.0000 0.0000 0.0000 1.0000 1.0000 0 0 0 0 1 load CASE 9 1.6500 1.00000 0.0000 0.0000 0.0000 0.0000 1.0000 0.0000 0.0000 1.0000 1.0000 0 0 0 0 15 loads CASE 10 1.6500 1.00000 0.0000 0.0000 0.0000 0.0000 1.0000 0.0000 0.0000 1.0000 1.0000 0 0 0 0 15 loads CASE 11 1.6500 1.00000 0.0000 0.0000 0.0000 0.0000 1.0000 0.0000 0.0000 1.0000 1.0000 0 0 0 0 15 loads CASE 12 1.6500 1.00000 0.0000 0.0000 0.0000 0.0000 1.0000 0.0000 0.0000 1.0000 1.0000 0 0 0 0 15 loads CASE 13 1.6500 1.00000 0.0000 0.0000 0.0000 0.0000 1.0000 0.0000 0.0000 1.0000 1.0000 0 0 0 0 3 loads CASE 14 1.6500 1.00000 0.0000 0.0000 0.0000 0.0000 1.0000 0.0000 0.0000 1.0000 1.0000 0 0 0 0 3 loads CASE 15 1.6500 1.00000 0.0000 0.0000 0.0000 0.0000 1.0000 0.0000 0.0000 1.0000 1.0000 0 0 0 0 3 loads CASE 16 1.6500 1.00000 0.0000 0.0000 0.0000 0.0000 1.0000 0.0000 0.0000 1.0000 1.0000 0 0 0 0 1 load Point Loads for Load Case "CASE 1": Joint Label
Vertical Transverse Longitudinal Load Load Load (N) (N) (N) ---------------------------------------------------21P 3693.47 5444.55 0 21X 3693.47 5444.55 0 20P 3693.47 5444.55 0 20X 3693.47 5444.55 0 19P 3693.47 5444.55 0 19X 3693.47 5444.55 0 14S 0 641 0 14X 0 641 0 14XY 0 641 0
Project: 33kV Double Circuit Medium Span Towers
14Y 7S 7X 7XY 7Y 23S 23X 23XY 23Y
Prepared By: SA-RA Project Department Date: 30.05.06
0 0 0 0 0 0 0 0 0
641 1147.65 1147.65 1147.65 1147.65 1321.95 1321.95 1321.95 1321.95
0 0 0 0 0 0 0 0 0
SUMMARY of ANALYSIS RESULTS Page 14/37
SA-RA Energy
CALCULATION SHEET
Subject: Design of S-2S Type Tower
Point Loads for Load Case "CASE 2": Joint Label
Vertical Transverse Longitudinal Load Load Load (N) (N) (N) ---------------------------------------------------21P 2398.55 5444.55 0 21X 2398.55 5444.55 0 20P 2398.55 5444.55 0 20X 2398.55 5444.55 0 19P 2398.55 5444.55 0 19X 2398.55 5444.55 0 14S 0 641 0 14X 0 641 0 14XY 0 641 0
14Y 7S 7X 7XY 7Y 23S 23X 23XY 23Y
0 0 0 0 0 0 0 0 0
641 1147.65 1147.65 1147.65 1147.65 1321.95 1321.95 1321.95 1321.95
0 0 0 0 0 0 0 0 0
14Y 7S 7X 7XY 7Y 23S 23X 23XY 23Y
0 0 0 0 0 0 0 0 0
456.3 811.95 811.95 811.95 811.95 935.25 935.25 935.25 935.25
1301.85 811.95 811.95 811.95 811.95 935.25 935.25 935.25 935.25
14Y 7S 7X 7XY 7Y 23S 23X 23XY 23Y
0 0 0 0 0 0 0 0 0
456.3 811.95 811.95 811.95 811.95 935.25 935.25 935.25 935.25
1301.85 811.95 811.95 811.95 811.95 935.25 935.25 935.25 935.25
Point Loads for Load Case "CASE 3": Joint Label
Vertical Transverse Longitudinal Load Load Load (N) (N) (N) ---------------------------------------------------21P 3693.47 2869.43 515.03 21X 3693.47 2869.43 515.03 20P 3693.47 2869.43 515.03 20X 3693.47 2869.43 515.03 19P 3693.47 2869.43 515.03 19X 3693.47 2869.43 515.03 14S 0 456.3 1301.85 14X 0 456.3 1301.85 14XY 0 456.3 1301.85 Point Loads for Load Case "CASE 4": Joint Label
Vertical Transverse Longitudinal Load Load Load (N) (N) (N) ---------------------------------------------------21P 2398.55 2869.43 515.03 21X 2398.55 2869.43 515.03 20P 2398.55 2869.43 515.03 20X 2398.55 2869.43 515.03 19P 2398.55 2869.43 515.03 19X 2398.55 2869.43 515.03 14S 0 456.3 1301.85 14X 0 456.3 1301.85 14XY 0 456.3 1301.85 Project: 33kV Double Circuit Medium Span Towers
Prepared By: SA-RA Project Department Date: 30.05.06
SUMMARY of ANALYSIS RESULTS Page 15/37
SA-RA Energy
CALCULATION SHEET
Subject: Design of S-2S Type Tower
Point Loads for Load Case "CASE 5": Joint Label
Vertical Transverse Longitudinal Load Load Load (N) (N) (N) ---------------------------------------------------21P 6386.31 0 0 21X 6386.31 0 0 20P 6386.31 0 0 20X 6386.31 0 0 19P 6386.31 0 0 19X 6386.31 0 0 Point Loads for Load Case "CASE 6": Joint Label
Vertical Transverse Longitudinal Load Load Load (N) (N) (N) ---------------------------------------------------21P 3693.47 0 2177.82 21X 3693.47 0 2177.82 20P 3693.47 0 2177.82 20X 3693.47 0 2177.82 19P 3693.47 0 2177.82 19X 3693.47 0 2177.82 14S 0 0 1753.65 14X 0 0 1753.65 14XY 0 0 1753.65
14Y 7S 7X 7XY 7Y 23S 23X 23XY 23Y
0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 0
1753.65 1147.65 1147.65 1147.65 1147.65 1321.95 1321.95 1321.95 1321.95
14Y 7S 7X 7XY 7Y 23S 23X 23XY 23Y
0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 0
1753.65 1147.65 1147.65 1147.65 1147.65 1321.95 1321.95 1321.95 1321.95
Point Loads for Load Case "CASE 7": Joint Label
Vertical Transverse Longitudinal Load Load Load (N) (N) (N) ---------------------------------------------------21P 2398.55 0 2177.82 21X 2398.55 0 2177.82 20P 2398.55 0 2177.82 20X 2398.55 0 2177.82 19P 2398.55 0 2177.82 19X 2398.55 0 2177.82 14S 0 0 1753.65 14X 0 0 1753.65 14XY 0 0 1753.65
Project: 33kV Double Circuit Medium Span Towers
Prepared By: SA-RA Project Department Date: 30.05.06
SUMMARY of ANALYSIS RESULTS Page 16/37
SA-RA Energy
CALCULATION SHEET
Subject: Design of S-2S Type Tower
Point Loads for Load Case "CASE 8": Joint Label
Vertical Transverse Longitudinal Load Load Load (N) (N) (N) ---------------------------------------------------21P 10212.2 0 0 Point Loads for Load Case "CASE 9": Joint Label
Vertical Transverse Longitudinal Load Load Load (N) (N) (N) ---------------------------------------------------21P 3693.47 5444.55 0 20P 3693.47 5444.55 0 19P 3693.47 5444.55 0 14S 0 641 0 14X 0 641 0 14XY 0 641 0 14Y 0 641 0 7S 0 1147.65 0
7X 7XY 7Y 23S 23X 23XY 23Y
0 0 0 0 0 0 0
1147.65 1147.65 1147.65 1321.95 1321.95 1321.95 1321.95
0 0 0 0 0 0 0
7X 7XY 7Y 23S 23X 23XY 23Y
0 0 0 0 0 0 0
1147.65 1147.65 1147.65 1321.95 1321.95 1321.95 1321.95
0 0 0 0 0 0 0
14S 14X 14XY
0 0 0
456.3 456.3 456.3
1301.85 1301.85 1301.85
Point Loads for Load Case "CASE 10": Joint Label
Vertical Transverse Longitudinal Load Load Load (N) (N) (N) ---------------------------------------------------21P 2398.55 5444.55 0 20P 2398.55 5444.55 0 19P 2398.55 5444.55 0 14S 0 641 0 14X 0 641 0 14XY 0 641 0 14Y 0 641 0 7S 0 1147.65 0 Point Loads for Load Case "CASE 11": Joint Label
Vertical Transverse Longitudinal Load Load Load (N) (N) (N) ---------------------------------------------------21P 3693.47 2869.43 515.03 20P 3693.47 2869.43 515.03 19P 3693.47 2869.43 515.03 Project: 33kV Double Circuit Medium Span Towers
Prepared By: SA-RA Project Department Date: 30.05.06
SUMMARY of ANALYSIS RESULTS Page 17/37
SA-RA Energy 14Y 7S 7X 7XY 7Y
CALCULATION SHEET 0 0 0 0 0
456.3 811.95 811.95 811.95 811.95
1301.85 811.95 811.95 811.95 811.95
Subject: Design of S-2S Type Tower 23S 23X 23XY 23Y
0 0 0 0
935.25 935.25 935.25 935.25
935.25 935.25 935.25 935.25
7X 7XY 7Y 23S 23X 23XY 23Y
0 0 0 0 0 0 0
811.95 811.95 811.95 935.25 935.25 935.25 935.25
811.95 811.95 811.95 935.25 935.25 935.25 935.25
Point Loads for Load Case "CASE 12": Joint Label
Vertical Transverse Longitudinal Load Load Load (N) (N) (N) ---------------------------------------------------21P 2398.55 2869.43 515.03 20P 2398.55 2869.43 515.03 19P 2398.55 2869.43 515.03 14S 0 456.3 1301.85 14X 0 456.3 1301.85 14XY 0 456.3 1301.85 14Y 0 456.3 1301.85 7S 0 811.95 811.95 Point Loads for Load Case "CASE 13": Joint Label
Vertical Transverse Longitudinal Load Load Load (N) (N) (N) ---------------------------------------------------21P 6386.31 0 0 20P 6386.31 0 0 19P 6386.31 0 0
Point Loads for Load Case "CASE 14": Joint Label
Vertical Transverse Longitudinal Load Load Load (N) (N) (N) ---------------------------------------------------21P 3693.47 0 2177.82 20P 3693.47 0 2177.82 19P 3693.47 0 2177.82
Point Loads for Load Case "CASE 15": Joint Label
Vertical Transverse Longitudinal Load Load Load (N) (N) (N) ---------------------------------------------------21P 2398.55 0 2177.82 20P 2398.55 0 2177.82 19P 2398.55 0 2177.82 Point Loads for Load Case "CASE 16": Joint Label
Vertical Transverse Longitudinal Load Load Load (N) (N) (N) ---------------------------------------------------21P 10212.2 0 0 Project: 33kV Double Circuit Medium Span Towers
Prepared By: SA-RA Project Department Date: 30.05.06
SUMMARY of ANALYSIS RESULTS Page 18/37
SA-RA Energy
CALCULATION SHEET
Subject: Design of S-2S Type Tower
*** Analysis Results: Maximum element utilization is 96.79% for Angle "8Y" in load case "CASE 1" Angle Forces For All Load Cases: Positive for tension - negative for compression Group Label
Angle Label
Max. Tens. Max. Comp. LC 1 LC 2 LC 3 LC 4 LC 5 LC 6 LC 7 LC 8 For All LC For All LC (kN) (kN) (kN) (kN) (kN) (kN) (kN) (kN) (kN) (kN) --------------------------------------------------------------------------------------------------------------------55 1P 0.000 -204.530 -204.530 -202.559 -171.579 -169.609 -12.868 -127.596 -125.625 -11.479 53 2P 0.000 -195.147 -195.147 -193.211 -161.811 -159.874 -12.334 -120.626 -118.690 -11.552 49 3P 0.000 -192.557 -192.557 -190.585 -156.854 -154.883 -12.220 -115.382 -113.410 -11.664 47 4P 0.000 -184.402 -184.402 -182.435 -151.975 -150.008 -12.023 -115.274 -113.307 -12.514 45 5P 0.000 -184.445 -184.445 -182.482 -148.379 -146.416 -11.837 -108.577 -106.614 -12.352 43 6P 0.000 -173.161 -173.161 -171.207 -141.602 -139.647 -11.625 -108.395 -106.440 -13.586 41 7P 0.000 -172.885 -172.885 -170.940 -136.120 -134.175 -11.411 -98.656 -96.710 -13.404 39 8P 0.000 -157.319 -157.319 -155.387 -126.862 -124.930 -11.179 -98.408 -96.476 -15.272 37 9P 0.000 -157.188 -157.188 -155.267 -121.491 -119.570 -10.970 -87.620 -85.699 -15.126 35 10P 0.000 -138.864 -138.864 -136.960 -111.458 -109.554 -10.735 -87.578 -85.674 -18.214 33 11P 0.000 -138.245 -138.245 -136.366 -105.847 -103.968 -10.452 -74.561 -72.682 -17.968 31 12P 0.000 -106.231 -106.231 -104.421 -87.984 -86.175 -9.934 -73.189 -71.380 -23.513 25 13P 0.000 -104.585 -104.585 -102.833 -77.658 -75.905 -9.461 -51.232 -49.479 -22.904 22 14P 0.000 -61.796 -61.796 -60.461 -54.211 -52.875 -7.337 -51.612 -50.277 -23.436 20 15P 0.000 -62.252 -62.252 -60.891 -38.428 -37.068 -7.342 -16.881 -15.521 -23.302 14 16P 0.000 -27.762 -27.762 -26.474 -19.613 -18.325 -6.812 -16.658 -15.370 -22.938 11 17P 1.208 -26.083 -26.083 -25.449 -15.861 -15.227 -3.437 -6.840 -6.206 -22.857 9 18P 0.000 -22.296 -2.182 -1.584 -3.204 -2.606 -3.186 -6.744 -6.146 -22.296 3 19P 0.000 -22.053 -2.086 -1.534 -1.665 -1.114 -2.829 -0.703 -0.152 -22.053 56 56-1P 2.836 -4.186 -4.177 -4.186 -2.635 -2.645 0.032 0.154 0.145 0.321 56 56-2P 0.270 -3.657 0.270 0.261 -2.131 -2.139 0.027 -3.649 -3.657 0.034 54 54-1P 3.076 -5.369 -5.369 -5.348 -3.932 -3.911 -0.137 -1.282 -1.261 0.374 54 54-2P 0.000 -4.066 -1.907 -1.889 -3.548 -3.530 -0.113 -4.066 -4.048 -0.146 50 18-1P 5.780 -6.349 5.779 5.780 3.289 3.290 -0.018 -0.327 -0.326 -0.758 50 18-2P 1.377 -5.810 -5.810 -5.809 -3.320 -3.319 -0.018 0.296 0.297 0.726 50 18-3P 0.000 -6.138 -0.561 -0.552 -2.575 -2.566 -0.060 -4.148 -4.139 -0.043 50 18-4P 4.076 -4.646 0.479 0.488 2.494 2.503 -0.060 4.067 4.076 -0.007 48 19-1P 6.910 -6.449 -6.449 -6.441 -3.906 -3.898 -0.054 -0.194 -0.186 0.807 48 19-2P 6.381 -1.592 6.374 6.381 3.831 3.839 -0.054 0.119 0.127 -0.853 48 19-3P 6.795 -0.270 -0.268 -0.270 2.300 2.299 -0.006 4.504 4.503 -0.022 48 19-4P 5.175 -4.523 0.251 0.250 -2.317 -2.319 -0.006 -4.521 -4.523 -0.004 46 20-1P 7.207 -7.823 7.207 7.200 4.294 4.288 0.026 0.060 0.053 -0.933 46 20-2P 1.756 -7.190 -7.183 -7.190 -4.271 -4.278 0.026 -0.036 -0.043 0.929 46 20-3P 0.062 -7.664 0.059 0.062 -2.724 -2.721 -0.029 -5.081 -5.078 -0.010 46 20-4P 5.043 -5.829 -0.101 -0.098 2.682 2.686 -0.029 5.039 5.043 -0.016 44 21-1P 8.902 -8.428 -8.428 -8.423 -5.003 -4.998 -0.037 0.032 0.038 1.041 Project: 33kV Double Circuit Medium Span Towers
Prepared By: SA-RA Project Department Date: 30.05.06
SUMMARY of ANALYSIS RESULTS Page 19/37
SA-RA Energy 44 44 44 42 42 42 42 40 40 40 40 38 38 38 38 36 36 36 36 34 34 34 34 32 32 32 32 26 26 26 26 23 23 23 23 21 21 21 21 15 15 15 15 12 12 12 12 10
21-2P 21-3P 21-4P 22-1P 22-2P 22-3P 22-4P 23-1P 23-2P 23-3P 23-4P 24-1P 24-2P 24-3P 24-4P 25-1P 25-2P 25-3P 25-4P 26-1P 26-2P 26-3P 26-4P 27-1P 27-2P 27-3P 27-4P 28-1P 28-2P 28-3P 28-4P 29-1P 29-2P 29-3P 29-4P 30-1P 30-2P 30-3P 30-4P 31-1P 31-2P 31-3P 31-4P 32-1P 32-2P 32-3P 32-4P 33-1P
CALCULATION SHEET 8.381 8.698 6.594 9.713 2.289 0.000 6.877 12.029 10.202 11.796 8.976 10.298 3.278 0.002 6.242 18.391 14.369 17.978 13.563 14.704 5.103 0.000 8.222 30.602 25.218 30.631 23.674 18.718 1.138 0.000 13.659 20.045 29.370 23.644 13.674 29.189 0.511 0.000 18.858 0.000 12.930 8.481 4.274 13.052 0.196 0.000 5.184 9.610
Project: 33kV Double Circuit Medium Span Towers
-2.007 0.000 -5.974 -10.273 -9.699 -10.055 -7.637 -10.280 -2.714 -0.105 -6.932 -14.630 -11.548 -14.329 -10.889 -11.450 -4.110 0.000 -6.405 -23.492 -18.562 -23.060 -17.478 -20.626 -6.718 -1.866 -11.721 -5.641 -20.317 -17.727 -8.281 -29.503 -0.110 -1.727 -19.172 -20.604 -29.408 -24.211 -13.227 -13.742 -0.752 -1.034 -5.136 -9.842 -13.062 -12.112 -6.521 -13.008
8.376 0.108 -0.087 9.713 -9.692 -0.046 -0.012 -10.280 10.191 -0.099 0.111 10.298 -10.233 -0.011 -0.064 -11.450 11.385 0.365 -0.290 14.704 -14.718 -0.183 0.072 -20.626 20.140 -1.866 1.783 18.440 -20.317 -3.776 3.251 -29.503 29.353 -1.727 1.484 29.143 -29.408 -1.117 0.996 -9.882 8.962 -1.034 0.806 13.052 -13.059 -0.445 0.287 -13.008
8.381 0.102 -0.094 9.707 -9.699 -0.040 -0.006 -10.270 10.202 -0.105 0.106 10.284 -10.246 -0.002 -0.055 -11.443 11.391 0.349 -0.306 14.702 -14.719 -0.170 0.085 -20.552 20.213 -1.859 1.790 18.718 -20.040 -3.704 3.323 -29.487 29.370 -1.686 1.524 29.189 -29.362 -1.104 1.009 -9.741 9.102 -1.003 0.837 13.049 -13.062 -0.417 0.314 -12.972
4.951 3.348 -3.327 5.782 -5.761 -3.828 3.769 -6.030 5.940 3.565 -3.553 5.751 -5.685 -2.900 2.825 -6.091 6.026 2.813 -2.739 7.866 -7.880 -3.466 3.355 -11.750 11.264 3.853 -3.936 8.937 -10.814 -8.265 7.741 -16.508 16.358 7.815 -8.058 15.660 -15.924 -9.344 9.223 -5.581 4.662 0.692 -0.921 6.828 -6.835 -1.499 1.341 -6.926
4.956 3.342 -3.334 5.776 -5.768 -3.822 3.775 -6.019 5.951 3.560 -3.558 5.737 -5.699 -2.891 2.834 -6.084 6.033 2.798 -2.755 7.865 -7.881 -3.453 3.368 -11.677 11.338 3.860 -3.929 9.215 -10.537 -8.193 7.813 -16.492 16.375 7.855 -8.018 15.706 -15.879 -9.331 9.236 -5.441 4.802 0.724 -0.889 6.825 -6.839 -1.471 1.368 -6.890
-0.037 0.023 0.023 0.024 0.024 -0.042 -0.042 -0.067 -0.067 0.017 0.017 0.062 0.062 -0.055 -0.055 -0.046 -0.046 0.069 0.069 -0.003 -0.003 -0.083 -0.083 -0.396 -0.396 -0.057 -0.057 -1.516 -1.516 -0.412 -0.412 -0.110 -0.110 -0.206 -0.206 -0.228 -0.228 -0.088 -0.088 -0.752 -0.752 -0.180 -0.180 0.003 0.003 -0.136 -0.136 -0.176
Subject: Design of S-2S Type Tower -0.085 5.989 -5.968 -0.000 0.021 -6.930 6.871 -0.108 0.019 6.939 -6.926 0.051 0.014 -6.308 6.234 0.167 -0.231 6.464 -6.390 -0.093 0.080 -8.321 8.209 -1.398 0.912 11.637 -11.721 -2.738 0.861 -14.111 13.587 -1.004 0.853 18.929 -19.172 -0.730 0.465 -18.967 18.845 -0.942 0.022 4.908 -5.136 -0.203 0.196 -5.315 5.157 -0.212
Prepared By: SA-RA Project Department Date: 30.05.06
-0.079 5.982 -5.974 -0.007 0.015 -6.924 6.877 -0.098 0.030 6.933 -6.932 0.037 0.000 -6.300 6.242 0.173 -0.225 6.448 -6.405 -0.095 0.078 -8.308 8.222 -1.324 0.985 11.644 -11.713 -2.460 1.138 -14.039 13.659 -0.987 0.870 18.969 -19.132 -0.684 0.511 -18.954 18.858 -0.801 0.162 4.939 -5.105 -0.207 0.193 -5.287 5.184 -0.177
-1.071 0.004 -0.009 -1.219 1.215 -0.018 -0.016 1.406 -1.453 -0.022 0.009 -1.725 1.730 -0.017 -0.021 2.135 -2.171 0.071 -0.054 -2.749 2.748 -0.040 -0.021 3.577 -3.757 -0.387 0.288 -0.814 -0.335 -0.958 0.557 -0.111 -0.082 -0.502 0.410 -0.016 -0.062 -0.537 0.352 -0.306 -0.441 -0.790 0.554 -0.099 -0.113 -0.483 0.398 -0.616 SUMMARY of ANALYSIS RESULTS Page 20/37
SA-RA Energy 10 10 10 4 4 4 4 8 7 8 7 8 7 51 51 27 27 24 24 16 16 13 13 5 5 1 1 52 52 28 28 17 17 6 6 2 2
33-2P 33-3P 33-4P 34-1P 34-2P 34-3P 34-4P BBP BTP MBP MTP TBP TTP 51-TP 51-LP 35-TP 35-LP 36-TP 36-LP 37-TP 37-LP 38-TP 38-LP 39-TP 39-LP 40-TP 40-LP 40P 41P 42P 43P 44P 45P 46P 47P 48P 49P
CALCULATION SHEET 12.841 11.714 6.710 21.772 0.000 0.000 1.224 0.823 9.275 0.000 10.058 0.000 14.953 1.854 2.357 0.000 3.268 9.493 1.234 0.153 3.932 9.232 0.399 0.000 3.665 7.547 0.000 1.113 1.194 0.000 0.673 0.015 2.901 0.000 0.140 2.402 2.275
-0.176 -0.362 -5.188 -0.510 -22.486 -2.498 -1.002 -12.767 -0.339 -12.783 0.000 -14.091 0.000 -1.953 0.000 -10.205 -1.833 -2.216 -1.066 -8.732 0.000 0.000 -1.192 -12.352 -0.132 -1.458 -3.281 0.000 0.000 -4.712 -2.299 -2.100 -2.159 -2.979 -2.221 0.000 0.000
12.805 -0.160 0.161 0.129 -0.731 -0.144 -0.167 -0.922 3.939 -2.836 5.936 -2.669 5.751 -1.939 2.357 -4.480 -1.311 4.252 1.017 -7.265 2.292 5.799 -0.487 -1.963 1.468 4.463 -1.734 0.074 0.038 -1.341 -1.349 -1.228 -1.258 -1.243 -1.302 1.409 1.331
12.841 -0.164 0.157 0.230 -0.630 -0.095 -0.117 0.823 2.083 -0.982 3.973 -0.889 3.861 -1.953 2.340 -3.045 -1.833 2.370 1.234 -5.837 1.716 3.962 -0.248 -0.514 0.887 2.959 -1.162 0.053 0.028 -0.884 -0.893 -0.809 -0.825 -0.817 -0.860 0.931 0.877
6.723 1.139 -1.138 -0.087 -0.515 -0.466 0.155 -3.921 3.801 -5.289 5.222 -5.077 4.995 -0.564 2.091 -6.008 0.810 4.436 0.377 -6.929 3.365 5.035 -0.729 -4.208 1.434 3.823 -1.609 0.074 0.038 -1.341 -1.349 -1.228 -1.258 -1.243 -1.302 1.409 1.331
6.759 1.135 -1.141 0.014 -0.414 -0.417 0.205 -2.175 1.945 -3.436 3.258 -3.297 3.105 -0.577 2.075 -4.574 0.289 2.553 0.593 -5.501 2.790 3.199 -0.491 -2.759 0.853 2.319 -1.037 0.053 0.028 -0.884 -0.893 -0.809 -0.825 -0.817 -0.860 0.931 0.877
-0.176 0.009 0.009 -0.510 -0.510 -0.258 -0.258 -8.724 9.275 -9.313 9.868 -8.931 9.479 0.080 0.094 -7.190 2.599 9.493 -1.066 -7.156 2.897 9.232 -1.192 -7.270 2.921 7.547 -2.869 0.117 0.057 -2.291 -2.299 -2.100 -2.159 -2.128 -2.221 2.402 2.275
Subject: Design of S-2S Type Tower 0.010 5.185 -5.184 -0.362 -0.239 -1.486 1.175 -9.717 2.172 -10.606 3.082 -10.292 2.755 1.388 1.477 -10.205 3.268 3.434 -0.178 -8.732 3.932 2.994 -1.171 -9.162 1.083 1.804 -1.267 0.074 0.038 -1.341 -1.349 -1.228 -1.258 -1.243 -1.302 1.409 1.331
0.046 5.181 -5.188 -0.261 -0.139 -1.436 1.224 -7.972 0.317 -8.753 1.119 -8.511 0.865 1.374 1.461 -8.770 2.747 1.552 0.038 -7.303 3.356 1.158 -0.932 -7.713 0.501 0.300 -0.695 0.053 0.028 -0.884 -0.893 -0.809 -0.825 -0.817 -0.860 0.931 0.877
0.365 -0.362 0.290 21.772 -22.486 -0.512 -0.001 0.330 -0.339 -0.439 0.464 -14.091 14.953 0.285 0.133 -0.512 -0.559 0.151 0.531 -0.306 0.476 0.576 0.399 -12.352 3.665 -1.128 -3.281 0.038 0.027 -0.035 -0.059 0.015 0.033 -1.667 -1.822 1.954 1.802
Angle Forces For All Load Cases (Continued): Group Label
Angle Label
LC 9
LC 10
LC 11
LC 12
LC 13
LC 14
LC 15
LC 16
(kN) (kN) (kN) (kN) (kN) (kN) (kN) (kN) --------------------------------------------------------------------------------------------55 1P -125.160 -121.988 -123.487 -120.315 -18.794 -45.048 -41.876 -11.479 53 2P -118.632 -115.291 -115.750 -112.409 -19.264 -44.492 -41.151 -11.552 49 3P -116.482 -112.987 -110.447 -106.953 -19.732 -40.482 -36.987 -11.664 47 4P -111.976 -108.093 -109.795 -105.912 -21.473 -48.961 -45.079 -12.514 Project: 33kV Double Circuit Medium Span Towers
Prepared By: SA-RA Project Department Date: 30.05.06
SUMMARY of ANALYSIS RESULTS Page 21/37
SA-RA Energy 45 43 41 39 37 35 33 31 25 22 20 14 11 9 3 56 56 54 54 50 50 50 50 48 48 48 48 46 46 46 46 44 44 44 44 42 42 42 42 40 40 40 40 38 38 38 38 36
5P -111.941 -108.057 -104.395 -100.511 6P -105.699 -101.282 -103.455 -99.038 7P -105.471 -101.060 -95.511 -91.100 8P -97.231 -92.051 -94.735 -89.555 9P -97.094 -91.914 -85.599 -80.419 10P -90.479 -84.062 -89.117 -82.700 11P -90.017 -83.636 -77.182 -70.801 12P -78.872 -70.406 -83.505 -75.040 13P -77.613 -69.283 -66.631 -58.301 14P -47.094 -41.360 -52.589 -46.856 15P -47.325 -41.551 -30.931 -25.157 16P -22.367 -18.818 -19.417 -15.868 17P -20.655 -17.732 -13.331 -10.408 18P -8.391 -5.605 -10.914 -8.128 19P -8.301 -5.529 -7.807 -5.035 56-1P -3.028 -3.156 -1.321 -1.450 56-2P 0.122 0.102 -2.724 -2.744 54-1P -3.801 -3.956 -2.054 -2.209 54-2P -1.128 -1.084 -3.770 -3.725 18-1P 3.154 3.436 0.260 0.543 18-2P -3.186 -3.468 -2.864 -3.146 18-3P -0.340 -0.329 -3.559 -3.547 18-4P 0.290 0.287 0.969 0.967 19-1P -3.487 -3.799 -0.465 -0.777 19-2P 3.440 3.760 3.292 3.612 19-3P -0.171 -0.168 3.569 3.572 19-4P 0.145 0.141 -0.758 -0.762 20-1P 3.882 4.232 0.441 0.792 20-2P -3.884 -4.241 -3.670 -4.028 20-3P 0.035 0.036 -4.107 -4.106 20-4P -0.061 -0.058 0.895 0.897 21-1P -4.657 -5.056 -0.640 -1.039 21-2P 4.627 5.032 4.275 4.679 21-3P 0.059 0.054 4.882 4.876 21-4P -0.063 -0.064 -1.267 -1.268 22-1P 5.360 5.819 0.743 1.203 22-2P -5.366 -5.832 -4.979 -5.445 22-3P -0.028 -0.024 -5.616 -5.613 22-4P -0.006 -0.004 1.405 1.407 23-1P -5.153 -5.690 -0.093 -0.630 23-2P 5.104 5.652 5.022 5.569 23-3P -0.080 -0.077 5.684 5.687 23-4P 0.066 0.058 -0.780 -0.788 24-1P 4.082 4.734 -1.445 -0.793 24-2P -4.070 -4.736 -4.576 -5.242 24-3P -0.001 0.002 -5.455 -5.452 24-4P -0.038 -0.032 -0.541 -0.535 25-1P -3.694 -4.518 2.882 2.058
Project: 33kV Double Circuit Medium Span Towers
CALCULATION SHEET -21.310 -23.769 -23.568 -27.197 -27.043 -32.994 -32.652 -42.761 -41.897 -29.027 -29.108 -17.961 -14.729 -13.979 -13.779 0.619 0.081 0.734 -0.246 -1.408 1.377 -0.071 -0.003 1.523 -1.592 -0.026 0.008 -1.738 1.756 -0.015 -0.025 1.959 -2.007 0.019 -0.003 -2.273 2.289 -0.029 -0.025 2.633 -2.714 -0.023 0.031 -3.224 3.278 -0.027 -0.041 4.050
-38.947 -50.662 -36.598 -53.672 -32.482 -60.015 -24.154 -72.720 -30.685 -49.478 -5.783 -21.264 -1.716 -19.267 -6.487 2.836 -2.927 3.076 -3.418 -6.349 -4.558 -6.138 -4.644 6.910 5.198 6.792 5.175 -7.823 -5.830 -7.664 -5.829 8.902 6.573 8.698 6.594 -10.273 -7.628 -10.055 -7.637 12.029 8.978 11.793 8.976 -14.630 -10.881 -14.329 -10.889 18.391
-35.063 -46.244 -32.188 -48.492 -27.302 -53.598 -17.773 -64.254 -22.356 -43.744 -0.009 -17.715 1.208 -16.481 -3.716 2.708 -2.946 2.921 -3.373 -6.066 -4.840 -6.126 -4.646 6.598 5.518 6.795 5.171 -7.472 -6.188 -7.663 -5.826 8.502 6.978 8.692 6.593 -9.814 -8.094 -10.052 -7.634 11.492 9.525 11.796 8.968 -13.978 -11.548 -14.327 -10.883 17.567
Subject: Design of S-2S Type Tower
-12.352 -13.586 -13.404 -15.272 -15.126 -18.214 -17.968 -23.513 -22.904 -23.436 -23.302 -22.938 -22.857 -22.296 -22.053 0.321 0.034 0.374 -0.146 -0.758 0.726 -0.043 -0.007 0.807 -0.853 -0.022 -0.004 -0.933 0.929 -0.010 -0.016 1.041 -1.071 0.004 -0.009 -1.219 1.215 -0.018 -0.016 1.406 -1.453 -0.022 0.009 -1.725 1.730 -0.017 -0.021 2.135
Prepared By: SA-RA Project Department Date: 30.05.06
SUMMARY of ANALYSIS RESULTS Page 22/37
SA-RA Energy 36 36 36 34 34 34 34 32 32 32 32 26 26 26 26 23 23 23 23 21 21 21 21 15 15 15 15 12 12 12 12 10 10 10 10 4 4 4 4 8 7 8 7 8 7 51 51 27
25-2P 25-3P 25-4P 26-1P 26-2P 26-3P 26-4P 27-1P 27-2P 27-3P 27-4P 28-1P 28-2P 28-3P 28-4P 29-1P 29-2P 29-3P 29-4P 30-1P 30-2P 30-3P 30-4P 31-1P 31-2P 31-3P 31-4P 32-1P 32-2P 32-3P 32-4P 33-1P 33-2P 33-3P 33-4P 34-1P 34-2P 34-3P 34-4P BBP BTP MBP MTP TBP TTP 51-TP 51-LP 35-TP
3.658 0.246 -0.229 4.804 -4.832 -0.118 0.060 -7.366 7.144 -1.346 1.248 17.761 -18.636 -2.748 2.407 -16.492 16.361 -1.266 1.174 16.365 -16.438 -0.901 0.767 -12.625 12.301 -0.925 0.755 6.680 -6.746 -0.389 0.365 -6.645 6.624 -0.230 0.154 8.143 -8.259 -0.210 -0.046 -1.358 4.392 -2.837 5.931 -2.549 5.624 -1.064 1.405 -4.089
CALCULATION SHEET 4.489 0.217 -0.215 5.839 -5.869 -0.105 0.060 -8.648 8.500 -1.231 1.139 15.267 -15.864 -2.467 2.198 -16.427 16.313 -1.116 1.064 16.307 -16.334 -0.795 0.674 -9.850 9.667 -0.776 0.638 6.612 -6.681 -0.307 0.310 -6.563 6.578 -0.192 0.112 5.393 -5.409 -0.154 -0.052 0.302 2.626 -0.948 3.929 -0.783 3.750 -1.168 1.359 -2.385
Project: 33kV Double Circuit Medium Span Towers
4.639 5.985 1.487 -3.592 -6.128 -7.562 -2.073 3.632 9.066 9.511 3.237 10.221 -15.686 -10.043 3.686 -4.782 14.374 11.071 -2.360 4.280 -14.064 -12.519 3.597 -9.539 11.105 1.529 1.329 1.250 -5.954 -3.108 -1.317 -1.299 5.885 2.607 1.699 7.738 -8.450 -0.746 -0.256 -4.792 4.725 -5.831 5.846 -5.079 5.090 0.188 1.832 -5.971
5.469 5.955 1.501 -2.556 -7.165 -7.548 -2.073 2.350 10.421 9.627 3.129 7.726 -12.913 -9.761 3.477 -4.717 14.326 11.221 -2.470 4.222 -13.961 -12.413 3.504 -6.764 8.471 1.678 1.212 1.182 -5.889 -3.027 -1.371 -1.217 5.839 2.645 1.657 4.988 -5.600 -0.690 -0.262 -3.132 2.959 -3.942 3.844 -3.314 3.216 0.085 1.786 -4.267
-4.110 0.137 -0.075 -5.118 5.103 -0.086 -0.015 6.289 -6.718 -0.591 0.513 12.156 -13.818 -1.444 0.976 -0.348 0.210 -0.747 0.535 0.282 -0.512 -0.547 0.435 -13.742 12.930 -0.758 0.553 0.322 -0.332 -0.403 0.267 -0.403 0.228 -0.196 0.194 13.545 -14.069 -0.289 0.017 -8.299 8.833 -9.490 10.058 -8.857 9.402 0.523 0.240 -8.517
13.539 17.978 13.549 -23.492 -17.525 -23.060 -17.477 30.602 23.863 30.515 23.674 -3.147 -16.926 -17.727 -8.072 19.981 20.973 23.494 13.674 -20.546 -20.532 -24.211 -13.134 -3.995 11.857 8.332 4.274 -9.774 -9.953 -12.112 -6.466 9.528 10.010 11.677 6.710 6.734 -9.172 -2.498 -0.995 -12.767 5.423 -12.783 5.617 -10.613 3.484 1.854 1.498 -9.717
14.369 17.949 13.563 -22.457 -18.562 -23.046 -17.478 29.320 25.218 30.631 23.566 -5.641 -14.154 -17.445 -8.281 20.045 20.925 23.644 13.564 -20.604 -20.429 -24.105 -13.227 -1.221 9.223 8.481 4.157 -9.842 -9.888 -12.030 -6.521 9.610 9.964 11.714 6.669 3.985 -6.322 -2.443 -1.002 -11.107 3.657 -10.894 3.615 -8.847 1.610 1.750 1.452 -8.013
Subject: Design of S-2S Type Tower
-2.171 0.071 -0.054 -2.749 2.748 -0.040 -0.021 3.577 -3.757 -0.387 0.288 -0.814 -0.335 -0.958 0.557 -0.111 -0.082 -0.502 0.410 -0.016 -0.062 -0.537 0.352 -0.306 -0.441 -0.790 0.554 -0.099 -0.113 -0.483 0.398 -0.616 0.365 -0.362 0.290 21.772 -22.486 -0.512 -0.001 0.330 -0.339 -0.439 0.464 -14.091 14.953 0.285 0.133 -0.512
Prepared By: SA-RA Project Department Date: 30.05.06
SUMMARY of ANALYSIS RESULTS Page 23/37
SA-RA Energy 27 24 24 16 16 13 13 5 5 1 1 52 52 28 28 17 17 6 6 2 2
35-LP 36-TP 36-LP 37-TP 37-LP 38-TP 38-LP 39-TP 39-LP 40-TP 40-LP 40P 41P 42P 43P 44P 45P 46P 47P 48P 49P
CALCULATION SHEET -1.376 -0.502 0.566 -0.692 1.416 5.490 -0.468 -2.334 0.827 -0.307 -1.240 0.040 0.028 -0.354 -0.373 -0.313 -0.292 -0.269 -0.367 0.745 0.658
-1.556 -0.511 0.671 -0.745 0.904 3.684 -0.276 -0.779 0.370 -0.155 -0.826 0.030 0.023 -0.125 -0.145 -0.103 -0.076 -0.057 -0.146 0.506 0.431
-0.015 -0.630 0.270 -0.470 2.941 5.283 -0.632 -4.212 0.833 -0.580 -1.102 0.295 0.303 -1.464 -0.257 -0.608 0.329 -0.997 -0.371 0.909 0.614
-0.195 -0.639 0.375 -0.524 2.429 3.477 -0.439 -2.657 0.376 -0.428 -0.689 0.284 0.298 -1.235 -0.028 -0.399 0.546 -0.784 -0.150 0.670 0.387
0.918 0.253 -0.516 0.153 2.581 9.083 -0.962 -7.794 2.308 -0.621 -2.087 0.065 0.034 -1.165 -1.173 -1.066 -1.090 -1.078 -1.131 1.224 1.156
0.105 -2.207 0.038 -0.407 2.655 4.826 -0.875 -8.047 0.325 -1.458 -0.683 1.113 1.194 -4.712 0.444 -1.244 2.684 -2.979 -0.081 1.457 0.447
-0.075 -2.216 0.142 -0.461 2.143 3.019 -0.683 -6.492 -0.132 -1.306 -0.269 1.102 1.189 -4.483 0.673 -1.034 2.901 -2.766 0.140 1.218 0.220
Subject: Design of S-2S Type Tower
-0.559 0.151 0.531 -0.306 0.476 0.576 0.399 -12.352 3.665 -1.128 -3.281 0.038 0.027 -0.035 -0.059 0.015 0.033 -1.667 -1.822 1.954 1.802
*** Analysis Results for Load Case No. 1 "CASE 1" Equilibrium Joint Positions and Rotations: Joint X-Displ Y-Displ Z-Displ X-Rot Y-Rot Z-Rot X-Pos Y-Pos Z-Pos Label (m) (m) (m) (deg) (deg) (deg) (m) (m) (m) ------------------------------------------------------------------------------------------------------------------1P 0 0 0 0.0000 0.0000 0.0000 0.746 0.746 0 11P 0.0007639 0.1487 -0.005944 -1.5917 -0.0703 0.0098 0.2008 0.3487 12.89 18P -0.0005976 0.3283 -0.008048 -2.1039 -0.0133 -0.0058 0.1994 0.5283 17.99 19P 0.0009051 0.1487 -0.04815 -1.7845 -0.0230 -0.0142 0.0009051 1.749 12.85 20P 2.246e-005 0.2247 -0.05883 -2.1117 -0.0092 -0.0105 2.246e-005 1.825 15.14 21P -0.0002813 0.3099 -0.06048 -2.1506 -0.0102 -0.0084 -0.0002813 1.91 17.44 1X 0 0 0 0.0000 0.0000 0.0000 0.746 -0.746 0 1XY 0 0 0 0.0000 0.0000 0.0000 -0.746 -0.746 0 1Y 0 0 0 0.0000 0.0000 0.0000 -0.746 0.746 0 11X 0.0006919 0.1487 0.004964 -1.5831 0.0212 -0.0329 0.2007 -0.0513 12.9 11XY 0.0006506 0.1488 0.004845 -1.5906 -0.0604 -0.0199 -0.1993 -0.05121 12.9 11Y 0.0007764 0.1488 -0.006075 -1.5946 0.0245 0.0129 -0.1992 0.3488 12.89 18X -0.0006588 0.3283 0.006672 -2.0990 -0.0182 -0.0129 0.1993 0.1283 18.01 18XY -0.0006434 0.3283 0.006586 -2.0922 -0.0079 -0.0087 -0.2006 0.1283 18.01 18Y -0.0005811 0.3284 -0.008133 -2.1054 -0.0173 -0.0074 -0.2006 0.5284 17.99 19X 0.0001833 0.1489 0.04491 -1.6577 -0.0175 -0.0166 0.0001833 -1.451 12.94 20X -0.0001587 0.225 0.05539 -1.9883 -0.0124 0.0060 -0.0001587 -1.375 15.26 21X -0.0008429 0.3101 0.05697 -2.0297 -0.0096 -0.0129 -0.0008429 -1.29 17.56 Project: 33kV Double Circuit Medium Span Towers
Prepared By: SA-RA Project Department Date: 30.05.06
SUMMARY of ANALYSIS RESULTS Page 24/37
SA-RA Energy
CALCULATION SHEET
Subject: Design of S-2S Type Tower
Joint Support Reactions: Joint Label
X-Force % Y-Force % Z-Force Comp. % Uplift % X-Moment % Y-Moment % Z-Moment % Max. % (kN) Usage (kN) Usage (kN) Usage Usage (kN-m) Usage (kN-m) Usage (kN-m) Usage Usage ----------------------------------------------------------------------------------------------------------------------------------------1P -9.138 0.0 -11.570 0.0 207.139 0.0 0.0 0.222 0.0 -0.436 0.0 -0.017 0.0 0.0 1X 8.353 0.0 -10.970 0.0 -189.356 0.0 0.0 0.173 0.0 0.423 0.0 -0.014 0.0 0.0 1XY -8.365 0.0 -10.796 0.0 -189.321 0.0 0.0 0.183 0.0 -0.399 0.0 0.018 0.0 0.0 1Y 9.149 0.0 -11.763 0.0 207.037 0.0 0.0 0.209 0.0 0.462 0.0 0.016 0.0 0.0 *** Analysis Results for Load Case No. 2 "CASE 2" Equilibrium Joint Positions and Rotations: Joint X-Displ Y-Displ Z-Displ X-Rot Y-Rot Z-Rot X-Pos Y-Pos Z-Pos Label (m) (m) (m) (deg) (deg) (deg) (m) (m) (m) ------------------------------------------------------------------------------------------------------------------1P 0 0 0 0.0000 0.0000 0.0000 0.746 0.746 0 11P 0.0007462 0.1487 -0.005802 -1.5914 -0.0687 0.0113 0.2007 0.3487 12.89 18P -0.0006043 0.3283 -0.007851 -2.1019 -0.0124 -0.0037 0.1994 0.5283 17.99 19P 0.0007936 0.1487 -0.04764 -1.7631 -0.0221 -0.0094 0.0007936 1.749 12.85 20P 2.285e-006 0.2248 -0.0583 -2.0908 -0.0097 -0.0101 2.285e-006 1.825 15.14 21P -0.0003678 0.3099 -0.05993 -2.1301 -0.0101 -0.0051 -0.0003678 1.91 17.44 1X 0 0 0 0.0000 0.0000 0.0000 0.746 -0.746 0 1XY 0 0 0 0.0000 0.0000 0.0000 -0.746 -0.746 0 1Y 0 0 0 0.0000 0.0000 0.0000 -0.746 0.746 0 11X 0.0007046 0.1487 0.005109 -1.5850 0.0217 -0.0297 0.2007 -0.05129 12.91 11XY 0.0006682 0.1488 0.004988 -1.5910 -0.0620 -0.0185 -0.1993 -0.05123 12.9 11Y 0.0007637 0.1487 -0.005931 -1.5927 0.0241 0.0161 -0.1992 0.3487 12.89 18X -0.0006467 0.3283 0.006869 -2.1001 -0.0180 -0.0098 0.1994 0.1283 18.01 18XY -0.0006367 0.3283 0.006783 -2.0941 -0.0088 -0.0065 -0.2006 0.1283 18.01 18Y -0.0005932 0.3284 -0.007936 -2.1043 -0.0175 -0.0043 -0.2006 0.5284 17.99 19X 0.0002948 0.1489 0.04541 -1.6792 -0.0184 -0.0118 0.0002948 -1.451 12.95 20X -0.0001385 0.2249 0.05593 -2.0092 -0.0119 0.0064 -0.0001385 -1.375 15.26 21X -0.0007564 0.3101 0.05751 -2.0503 -0.0097 -0.0096 -0.0007564 -1.29 17.56 Joint Support Reactions: Joint Label
X-Force % Y-Force % Z-Force Comp. % Uplift % X-Moment % Y-Moment % Z-Moment % Max. % (kN) Usage (kN) Usage (kN) Usage Usage (kN-m) Usage (kN-m) Usage (kN-m) Usage Usage ----------------------------------------------------------------------------------------------------------------------------------------1P -9.055 0.0 -11.488 0.0 205.186 0.0 0.0 0.218 0.0 -0.431 0.0 -0.017 0.0 0.0 1X 8.439 0.0 -11.056 0.0 -191.287 0.0 0.0 0.177 0.0 0.427 0.0 -0.014 0.0 0.0 1XY -8.447 0.0 -10.878 0.0 -191.274 0.0 0.0 0.188 0.0 -0.404 0.0 0.018 0.0 0.0 1Y 9.063 0.0 -11.677 0.0 205.106 0.0 0.0 0.205 0.0 0.458 0.0 0.016 0.0 0.0 Project: 33kV Double Circuit Medium Span Towers
Prepared By: SA-RA Project Department Date: 30.05.06
SUMMARY of ANALYSIS RESULTS Page 25/37
SA-RA Energy
CALCULATION SHEET
Subject: Design of S-2S Type Tower
*** Analysis Results for Load Case No. 3 "CASE 3" Equilibrium Joint Positions and Rotations: Joint X-Displ Y-Displ Z-Displ X-Rot Y-Rot Z-Rot X-Pos Y-Pos Z-Pos Label (m) (m) (m) (deg) (deg) (deg) (m) (m) (m) ------------------------------------------------------------------------------------------------------------------1P 0 0 0 0.0000 0.0000 0.0000 0.746 0.746 0 11P 0.03874 0.08128 -0.004846 -0.8619 0.3506 0.0006 0.2387 0.2813 12.9 18P 0.0803 0.1791 -0.006391 -1.1465 0.4756 -0.0144 0.2803 0.3791 17.99 19P 0.03915 0.08127 -0.02738 -1.0233 0.3714 -0.0240 0.03915 1.681 12.87 20P 0.05715 0.1228 -0.03268 -1.1711 0.4758 -0.0152 0.05715 1.723 15.17 21P 0.07656 0.169 -0.03365 -1.1961 0.4800 -0.0178 0.07656 1.769 17.47 1X 0 0 0 0.0000 0.0000 0.0000 0.746 -0.746 0 1XY 0 0 0 0.0000 0.0000 0.0000 -0.746 -0.746 0 1Y 0 0 0 0.0000 0.0000 0.0000 -0.746 0.746 0 11X 0.03865 0.08134 0.001119 -0.8742 0.4008 -0.0129 0.2386 -0.1187 12.9 11XY 0.03862 0.08142 0.003747 -0.8609 0.3605 -0.0107 -0.1614 -0.1186 12.9 11Y 0.03873 0.0814 -0.002229 -0.8857 0.4041 -0.0070 -0.1613 0.2814 12.9 18X 0.08023 0.179 0.001598 -1.1381 0.4739 -0.0033 0.2802 -0.02098 18 18XY 0.08025 0.1791 0.004929 -1.1348 0.4810 -0.0001 -0.1197 -0.02092 18 18Y 0.08031 0.1791 -0.003058 -1.1444 0.4748 -0.0170 -0.1197 0.3791 18 19X 0.03843 0.08152 0.02414 -0.8965 0.3770 -0.0068 0.03843 -1.518 12.92 20X 0.05697 0.1231 0.02924 -1.0477 0.4727 0.0107 0.05697 -1.477 15.23 21X 0.076 0.1692 0.03014 -1.0752 0.4806 -0.0035 0.076 -1.431 17.53 Joint Support Reactions: Joint Label
X-Force % Y-Force % Z-Force Comp. % Uplift % X-Moment % Y-Moment % Z-Moment % Max. % (kN) Usage (kN) Usage (kN) Usage Usage (kN-m) Usage (kN-m) Usage (kN-m) Usage Usage ----------------------------------------------------------------------------------------------------------------------------------------1P -9.129 0.0 -9.337 0.0 174.872 0.0 0.0 0.258 0.0 -0.315 0.0 -0.005 0.0 0.0 1X 0.703 0.0 -3.666 0.0 -45.797 0.0 0.0 -0.022 0.0 0.156 0.0 -0.012 0.0 0.0 1XY -8.356 0.0 -8.563 0.0 -157.053 0.0 0.0 0.219 0.0 -0.279 0.0 0.006 0.0 0.0 1Y 1.499 0.0 -4.459 0.0 63.478 0.0 0.0 0.015 0.0 0.195 0.0 0.014 0.0 0.0 *** Analysis Results for Load Case No. 4 "CASE 4" Equilibrium Joint Positions and Rotations: Joint X-Displ Y-Displ Z-Displ X-Rot Y-Rot Z-Rot X-Pos Y-Pos Z-Pos Label (m) (m) (m) (deg) (deg) (deg) (m) (m) (m) ------------------------------------------------------------------------------------------------------------------1P 0 0 0 0.0000 0.0000 0.0000 0.746 0.746 0 11P 0.03872 0.08131 -0.004704 -0.8616 0.3522 0.0021 0.2387 0.2813 12.9 18P 0.08029 0.1791 -0.006193 -1.1446 0.4765 -0.0123 0.2803 0.3791 17.99 Project: 33kV Double Circuit Medium Span Towers
Prepared By: SA-RA Project Department Date: 30.05.06
SUMMARY of ANALYSIS RESULTS Page 26/37
SA-RA Energy 19P 20P 21P 1X 1XY 1Y 11X 11XY 11Y 18X 18XY 18Y 19X 20X 21X
0.03904 0.05713 0.07647 0 0 0 0.03866 0.03864 0.03872 0.08025 0.08026 0.0803 0.03854 0.05699 0.07609
CALCULATION SHEET 0.08131 0.1229 0.169 0 0 0 0.08135 0.0814 0.08139 0.179 0.1791 0.1791 0.08148 0.123 0.1692
-0.02687 -0.03215 -0.0331 0 0 0 0.001263 0.00389 -0.002085 0.001795 0.005126 -0.002861 0.02464 0.02978 0.03068
-1.0018 -1.1501 -1.1756 0.0000 0.0000 0.0000 -0.8761 -0.8612 -0.8838 -1.1392 -1.1368 -1.1434 -0.9179 -1.0686 -1.0958
0.3723 0.4753 0.4801 0.0000 0.0000 0.0000 0.4013 0.3589 0.4037 0.4741 0.4801 0.4746 0.3760 0.4732 0.4805
-0.0193 -0.0148 -0.0145 0.0000 0.0000 0.0000 -0.0098 -0.0092 -0.0039 -0.0002 0.0021 -0.0139 -0.0020 0.0110 -0.0002
0.03904 0.05713 0.07647 0.746 -0.746 -0.746 0.2387 -0.1614 -0.1613 0.2802 -0.1197 -0.1197 0.03854 0.05699 0.07609
Subject: Design of S-2S Type Tower 1.681 1.723 1.769 -0.746 -0.746 0.746 -0.1186 -0.1186 0.2814 -0.02096 -0.02092 0.3791 -1.519 -1.477 -1.431
12.87 15.17 17.47 0 0 0 12.9 12.9 12.9 18 18.01 18 12.92 15.23 17.53
Joint Support Reactions: Joint Label
X-Force % Y-Force % Z-Force Comp. % Uplift % X-Moment % Y-Moment % Z-Moment % Max. % (kN) Usage (kN) Usage (kN) Usage Usage (kN-m) Usage (kN-m) Usage (kN-m) Usage Usage ----------------------------------------------------------------------------------------------------------------------------------------1P -9.047 0.0 -9.255 0.0 172.918 0.0 0.0 0.253 0.0 -0.311 0.0 -0.005 0.0 0.0 1X 0.789 0.0 -3.751 0.0 -47.728 0.0 0.0 -0.018 0.0 0.160 0.0 -0.012 0.0 0.0 1XY -8.439 0.0 -8.645 0.0 -159.007 0.0 0.0 0.223 0.0 -0.283 0.0 0.005 0.0 0.0 1Y 1.413 0.0 -4.373 0.0 61.546 0.0 0.0 0.010 0.0 0.190 0.0 0.013 0.0 0.0 *** Analysis Results for Load Case No. 5 "CASE 5" Equilibrium Joint Positions and Rotations: Joint X-Displ Y-Displ Z-Displ X-Rot Y-Rot Z-Rot X-Pos Y-Pos Z-Pos Label (m) (m) (m) (deg) (deg) (deg) (m) (m) (m) ------------------------------------------------------------------------------------------------------------------1P 0 0 0 0.0000 0.0000 0.0000 0.746 0.746 0 11P 9.34e-005 -0.0001152 -0.0008456 -0.0012 -0.0084 -0.0082 0.2001 0.1999 12.9 18P 3.685e-005 -1.521e-005 -0.001141 -0.0099 -0.0046 -0.0117 0.2 0.2 18 19P 0.0005927 -0.0002171 -0.002672 -0.1080 -0.0046 -0.0253 0.0005927 1.6 12.9 20P 0.0001325 -0.0002172 -0.002831 -0.1052 0.0026 -0.0030 0.0001325 1.6 15.2 21P 0.0004607 -0.0002178 -0.002892 -0.1032 -0.0005 -0.0175 0.0004607 1.6 17.5 1X 0 0 0 0.0000 0.0000 0.0000 0.746 -0.746 0 1XY 0 0 0 0.0000 0.0000 0.0000 -0.746 -0.746 0 1Y 0 0 0 0.0000 0.0000 0.0000 -0.746 0.746 0 11X -6.868e-005 -4.682e-005 -0.0008552 0.0098 -0.0026 -0.0165 0.1999 -0.2 12.9 11XY -9.34e-005 0.0001152 -0.0008456 0.0012 0.0084 -0.0082 -0.2001 -0.1999 12.9 11Y 6.868e-005 4.682e-005 -0.0008552 -0.0098 0.0026 -0.0165 -0.1999 0.2 12.9 18X -6.413e-005 -8.698e-005 -0.00114 0.0054 -0.0009 -0.0167 0.1999 -0.2001 18 18XY -3.685e-005 1.521e-005 -0.001141 0.0099 0.0046 -0.0117 -0.2 -0.2 18 Project: 33kV Double Circuit Medium Span Towers
Prepared By: SA-RA Project Department Date: 30.05.06
SUMMARY of ANALYSIS RESULTS Page 27/37
SA-RA Energy 18Y 19X 20X 21X
6.413e-005 -0.0005927 -0.0001325 -0.0004607
CALCULATION SHEET 8.698e-005 0.0002171 0.0002172 0.0002178
-0.00114 -0.002672 -0.002831 -0.002892
-0.0054 0.1080 0.1052 0.1032
0.0009 0.0046 -0.0026 0.0005
-0.0167 -0.1999 -0.0253 -0.0005927 -0.0030 -0.0001325 -0.0175 -0.0004607
Subject: Design of S-2S Type Tower 0.2001 -1.6 -1.6 -1.6
18 12.9 15.2 17.5
Joint Support Reactions: Joint Label
X-Force % Y-Force % Z-Force Comp. % Uplift % X-Moment % Y-Moment % Z-Moment % Max. % (kN) Usage (kN) Usage (kN) Usage Usage (kN-m) Usage (kN-m) Usage (kN-m) Usage Usage ----------------------------------------------------------------------------------------------------------------------------------------1P -0.558 0.0 -0.559 0.0 12.971 0.0 0.0 0.029 0.0 -0.027 0.0 0.001 0.0 0.0 1X -0.577 0.0 0.574 0.0 12.857 0.0 0.0 -0.027 0.0 -0.029 0.0 0.002 0.0 0.0 1XY 0.558 0.0 0.559 0.0 12.971 0.0 0.0 -0.029 0.0 0.027 0.0 0.001 0.0 0.0 1Y 0.577 0.0 -0.574 0.0 12.857 0.0 0.0 0.027 0.0 0.029 0.0 0.002 0.0 0.0 *** Analysis Results for Load Case No. 6 "CASE 6" Equilibrium Joint Positions and Rotations: Joint X-Displ Y-Displ Z-Displ X-Rot Y-Rot Z-Rot X-Pos Y-Pos Z-Pos Label (m) (m) (m) (deg) (deg) (deg) (m) (m) (m) ------------------------------------------------------------------------------------------------------------------1P 0 0 0 0.0000 0.0000 0.0000 0.746 0.746 0 11P 0.08781 -0.0005295 -0.003751 0.0091 0.9147 -0.0233 0.2878 0.1995 12.9 18P 0.1897 0.0002163 -0.004865 -0.0189 1.1785 -0.0413 0.3897 0.2002 18 19P 0.08895 -0.0005593 -0.002732 -0.1218 0.9043 -0.0532 0.08895 1.599 12.9 20P 0.1327 -6.256e-005 -0.001593 -0.0518 1.1560 -0.0380 0.1327 1.6 15.2 21P 0.1805 3.712e-005 -0.001979 -0.0699 1.1869 -0.0458 0.1805 1.6 17.5 1X 0 0 0 0.0000 0.0000 0.0000 0.746 -0.746 0 1XY 0 0 0 0.0000 0.0000 0.0000 -0.746 -0.746 0 1Y 0 0 0 0.0000 0.0000 0.0000 -0.746 0.746 0 11X 0.08769 -0.0004325 -0.003685 -0.0331 0.9191 0.0250 0.2877 -0.2004 12.9 11XY 0.08769 -0.0003907 0.002652 0.0102 0.9247 0.0132 -0.1123 -0.2004 12.9 11Y 0.08778 -0.0003736 0.002575 -0.0446 0.9225 -0.0449 -0.1122 0.1996 12.9 18X 0.1896 0.0001992 -0.004833 -0.0033 1.1792 0.0245 0.3896 -0.1998 18 18XY 0.1897 0.0002368 0.003403 -0.0072 1.1840 0.0268 -0.01033 -0.1998 18 18Y 0.1897 0.0003037 0.003372 -0.0097 1.1801 -0.0448 -0.01028 0.2003 18 19X 0.08823 -0.0003051 -0.0005089 0.0049 0.9098 0.0225 0.08823 -1.6 12.9 20X 0.1325 0.0001918 -0.001844 0.0716 1.1528 0.0335 0.1325 -1.6 15.2 21X 0.1799 0.0002922 -0.001533 0.0509 1.1875 0.0246 0.1799 -1.6 17.5
Project: 33kV Double Circuit Medium Span Towers
Prepared By: SA-RA Project Department Date: 30.05.06
SUMMARY of ANALYSIS RESULTS Page 28/37
SA-RA Energy
CALCULATION SHEET
Subject: Design of S-2S Type Tower
Joint Support Reactions: Joint Label
X-Force % Y-Force % Z-Force Comp. % Uplift % X-Moment % Y-Moment % Z-Moment % Max. % (kN) Usage (kN) Usage (kN) Usage Usage (kN-m) Usage (kN-m) Usage (kN-m) Usage Usage ----------------------------------------------------------------------------------------------------------------------------------------1P -7.941 0.0 -5.774 0.0 130.052 0.0 0.0 0.287 0.0 -0.146 0.0 0.012 0.0 0.0 1X -7.820 0.0 5.784 0.0 130.004 0.0 0.0 -0.271 0.0 -0.155 0.0 -0.011 0.0 0.0 1XY -7.168 0.0 -5.000 0.0 -112.234 0.0 0.0 0.248 0.0 -0.109 0.0 -0.011 0.0 0.0 1Y -7.024 0.0 4.991 0.0 -112.322 0.0 0.0 -0.234 0.0 -0.116 0.0 0.013 0.0 0.0 *** Analysis Results for Load Case No. 7 "CASE 7" Equilibrium Joint Positions and Rotations: Joint X-Displ Y-Displ Z-Displ X-Rot Y-Rot Z-Rot X-Pos Y-Pos Z-Pos Label (m) (m) (m) (deg) (deg) (deg) (m) (m) (m) ------------------------------------------------------------------------------------------------------------------1P 0 0 0 0.0000 0.0000 0.0000 0.746 0.746 0 11P 0.08779 -0.0005075 -0.003609 0.0094 0.9164 -0.0218 0.2878 0.1995 12.9 18P 0.1897 0.0002187 -0.004668 -0.0170 1.1795 -0.0392 0.3897 0.2002 18 19P 0.08884 -0.000516 -0.002226 -0.1004 0.9052 -0.0485 0.08884 1.599 12.9 20P 0.1327 -1.927e-005 -0.001058 -0.0309 1.1555 -0.0377 0.1327 1.6 15.2 21P 0.1804 8.052e-005 -0.001433 -0.0494 1.1870 -0.0425 0.1804 1.6 17.5 1X 0 0 0 0.0000 0.0000 0.0000 0.746 -0.746 0 1XY 0 0 0 0.0000 0.0000 0.0000 -0.746 -0.746 0 1Y 0 0 0 0.0000 0.0000 0.0000 -0.746 0.746 0 11X 0.0877 -0.0004241 -0.003541 -0.0351 0.9196 0.0281 0.2877 -0.2004 12.9 11XY 0.08771 -0.0004127 0.002795 0.0098 0.9231 0.0146 -0.1123 -0.2004 12.9 11Y 0.08776 -0.000382 0.002719 -0.0427 0.9220 -0.0418 -0.1122 0.1996 12.9 18X 0.1897 0.0002159 -0.004636 -0.0044 1.1794 0.0276 0.3897 -0.1998 18 18XY 0.1897 0.0002344 0.0036 -0.0092 1.1830 0.0289 -0.01033 -0.1998 18 18Y 0.1897 0.000287 0.003569 -0.0086 1.1799 -0.0417 -0.01029 0.2003 18 19X 0.08834 -0.0003484 -3.432e-006 -0.0165 0.9089 0.0272 0.08834 -1.6 12.9 20X 0.1325 0.0001485 -0.001309 0.0506 1.1533 0.0339 0.1325 -1.6 15.2 21X 0.18 0.0002488 -0.0009871 0.0304 1.1874 0.0279 0.18 -1.6 17.5 Joint Support Reactions: Joint Label
X-Force % Y-Force % Z-Force Comp. % Uplift % X-Moment % Y-Moment % Z-Moment % Max. % (kN) Usage (kN) Usage (kN) Usage Usage (kN-m) Usage (kN-m) Usage (kN-m) Usage Usage ----------------------------------------------------------------------------------------------------------------------------------------1P -7.859 0.0 -5.692 0.0 128.099 0.0 0.0 0.282 0.0 -0.142 0.0 0.012 0.0 0.0 1X -7.734 0.0 5.698 0.0 128.072 0.0 0.0 -0.266 0.0 -0.151 0.0 -0.012 0.0 0.0 1XY -7.250 0.0 -5.082 0.0 -114.187 0.0 0.0 0.252 0.0 -0.114 0.0 -0.011 0.0 0.0 1Y -7.110 0.0 5.076 0.0 -114.254 0.0 0.0 -0.238 0.0 -0.121 0.0 0.013 0.0 0.0 Project: 33kV Double Circuit Medium Span Towers
Prepared By: SA-RA Project Department Date: 30.05.06
SUMMARY of ANALYSIS RESULTS Page 29/37
SA-RA Energy
CALCULATION SHEET
Subject: Design of S-2S Type Tower
*** Analysis Results for Load Case No. 8 "CASE 8" Equilibrium Joint Positions and Rotations: Joint X-Displ Y-Displ Z-Displ X-Rot Y-Rot Z-Rot X-Pos Y-Pos Z-Pos Label (m) (m) (m) (deg) (deg) (deg) (m) (m) (m) ------------------------------------------------------------------------------------------------------------------1P 0 0 0 0.0000 0.0000 0.0000 0.746 0.746 0 11P 0.0001637 0.007068 -0.0007893 -0.1223 -0.0156 0.0015 0.2002 0.2071 12.9 18P 0.0001136 0.03268 -0.00199 -0.5004 -0.0055 -0.0093 0.2001 0.2327 18 19P 0.000281 0.007091 -0.004498 -0.1645 -0.0054 -0.0069 0.000281 1.607 12.9 20P 0.0001568 0.01508 -0.008365 -0.2960 0.0054 -0.0048 0.0001568 1.615 15.19 21P 0.0005139 0.02822 -0.01626 -0.6497 0.0010 -0.0161 0.0005139 1.628 17.48 1X 0 0 0 0.0000 0.0000 0.0000 0.746 -0.746 0 1XY 0 0 0 0.0000 0.0000 0.0000 -0.746 -0.746 0 1Y 0 0 0 0.0000 0.0000 0.0000 -0.746 0.746 0 11X 0.0001217 0.007073 0.0001246 -0.1265 0.0031 -0.0054 0.2001 -0.1929 12.9 11XY 0.0001168 0.007116 0.0001284 -0.1255 -0.0114 -0.0087 -0.1999 -0.1929 12.9 11Y 0.000169 0.007119 -0.000791 -0.1254 0.0047 -0.0024 -0.1998 0.2071 12.9 18X 8.319e-005 0.03269 0.0009352 -0.4841 -0.0091 -0.0008 0.2001 -0.1673 18 18XY 9.55e-005 0.03267 0.00102 -0.4838 0.0019 -0.0004 -0.1999 -0.1673 18 18Y 0.0001448 0.03279 -0.001906 -0.4921 -0.0074 -0.0152 -0.1999 0.2328 18 19X -4.864e-005 0.007098 0.003738 -0.1578 -0.0037 -0.0068-4.864e-005 -1.593 12.9 20X -3.558e-005 0.01509 0.007461 -0.2894 0.0031 -0.0015-3.558e-005 -1.585 15.21 21X 0.0001005 0.02857 0.01247 -0.4840 0.0031 0.0007 0.0001005 -1.571 17.51 Joint Support Reactions: Joint Label
X-Force % Y-Force % Z-Force Comp. % Uplift % X-Moment % Y-Moment % Z-Moment % Max. % (kN) Usage (kN) Usage (kN) Usage Usage (kN-m) Usage (kN-m) Usage (kN-m) Usage Usage ----------------------------------------------------------------------------------------------------------------------------------------1P -0.483 0.0 -0.272 0.0 11.371 0.0 0.0 0.011 0.0 -0.025 0.0 -0.001 0.0 0.0 1X -0.043 0.0 0.275 0.0 0.405 0.0 0.0 -0.012 0.0 0.001 0.0 -0.001 0.0 0.0 1XY 0.039 0.0 0.250 0.0 0.424 0.0 0.0 -0.014 0.0 -0.001 0.0 0.002 0.0 0.0 1Y 0.486 0.0 -0.252 0.0 11.350 0.0 0.0 0.012 0.0 0.027 0.0 0.001 0.0 0.0 *** Analysis Results for Load Case No. 9 "CASE 9" Equilibrium Joint Positions and Rotations: Joint X-Displ Y-Displ Z-Displ X-Rot Y-Rot Z-Rot X-Pos Y-Pos Z-Pos Label (m) (m) (m) (deg) (deg) (deg) (m) (m) (m) ------------------------------------------------------------------------------------------------------------------1P 0 0 0 0.0000 0.0000 0.0000 0.746 0.746 0 11P 0.0005634 0.09064 -0.003796 -1.0130 -0.0482 0.0114 0.2006 0.2906 12.9 18P -2.389e-005 0.2103 -0.005498 -1.4704 -0.0066 -0.0045 0.2 0.4103 17.99 Project: 33kV Double Circuit Medium Span Towers
Prepared By: SA-RA Project Department Date: 30.05.06
SUMMARY of ANALYSIS RESULTS Page 30/37
SA-RA Energy 19P 0.0006926 20P 0.00019 21P 0.0002152 1X 0 1XY 0 1Y 0 11X 0.0005271 11XY 0.0005072 11Y 0.0005765 18X -5.441e-005 18XY -5.006e-005 18Y -1.21e-005 19X 0.0003051 20X 5.883e-005 21X -8.526e-005
CALCULATION SHEET 0.09063 0.1401 0.1975 0 0 0 0.09067 0.0907 0.09072 0.2103 0.2103 0.2104 0.09069 0.1402 0.1975
-0.03151 -0.04004 -0.04219 0 0 0 0.003167 0.003103 -0.003865 0.004609 0.004596 -0.005507 0.02989 0.03831 0.04042
-1.1862 -1.4529 -1.5179 0.0000 0.0000 0.0000 -1.0169 -1.0133 -1.0218 -1.4693 -1.4660 -1.4716 -1.1314 -1.3998 -1.4663
-0.0158 0.0005 -0.0036 0.0000 0.0000 0.0000 0.0174 -0.0431 0.0194 -0.0118 -0.0045 -0.0119 -0.0132 -0.0015 -0.0035
-0.0119 0.0006926 -0.0040 0.00019 -0.0078 0.0002152 0.0000 0.746 0.0000 -0.746 0.0000 -0.746 -0.0153 0.2005 -0.0180 -0.1995 0.0055 -0.1994 -0.0042 0.1999 -0.0042 -0.2001 -0.0061 -0.2 -0.0045 0.0003051 0.0002 5.883e-005 -0.0034-8.526e-005
Subject: Design of S-2S Type Tower 1.691 1.74 1.797 -0.746 -0.746 0.746 -0.1093 -0.1093 0.2907 0.01034 0.01035 0.4104 -1.509 -1.46 -1.402
12.87 15.16 17.46 0 0 0 12.9 12.9 12.9 18 18 17.99 12.93 15.24 17.54
Joint Support Reactions: Joint Label
X-Force % Y-Force % Z-Force Comp. % Uplift % X-Moment % Y-Moment % Z-Moment % Max. % (kN) Usage (kN) Usage (kN) Usage Usage (kN-m) Usage (kN-m) Usage (kN-m) Usage Usage ----------------------------------------------------------------------------------------------------------------------------------------1P -5.635 0.0 -7.411 0.0 127.196 0.0 0.0 0.142 0.0 -0.266 0.0 -0.011 0.0 0.0 1X 5.091 0.0 -6.971 0.0 -114.966 0.0 0.0 0.110 0.0 0.256 0.0 -0.009 0.0 0.0 1XY -5.095 0.0 -6.870 0.0 -114.963 0.0 0.0 0.115 0.0 -0.241 0.0 0.011 0.0 0.0 1Y 5.639 0.0 -7.518 0.0 127.153 0.0 0.0 0.135 0.0 0.282 0.0 0.010 0.0 0.0 *** Analysis Results for Load Case No. 10 "CASE 10" Equilibrium Joint Positions and Rotations: Joint X-Displ Y-Displ Z-Displ X-Rot Y-Rot Z-Rot X-Pos Y-Pos Z-Pos Label (m) (m) (m) (deg) (deg) (deg) (m) (m) (m) ------------------------------------------------------------------------------------------------------------------1P 0 0 0 0.0000 0.0000 0.0000 0.746 0.746 0 11P 0.0005013 0.08795 -0.003551 -0.9623 -0.0436 0.0099 0.2005 0.288 12.9 18P -0.0001248 0.1998 -0.005017 -1.3526 -0.0061 -0.0031 0.1999 0.3998 17.99 19P 0.0005661 0.08797 -0.02941 -1.0992 -0.0141 -0.0081 0.0005661 1.688 12.87 20P 0.0001275 0.1347 -0.03689 -1.3316 -0.0017 -0.0047 0.0001275 1.735 15.16 21P 4.944e-005 0.188 -0.03857 -1.3810 -0.0041 -0.0050 4.944e-005 1.788 17.46 1X 0 0 0 0.0000 0.0000 0.0000 0.746 -0.746 0 1XY 0 0 0 0.0000 0.0000 0.0000 -0.746 -0.746 0 1Y 0 0 0 0.0000 0.0000 0.0000 -0.746 0.746 0 11X 0.0004794 0.08798 0.003065 -0.9652 0.0155 -0.0143 0.2005 -0.112 12.9 11XY 0.0004628 0.08799 0.002999 -0.9629 -0.0401 -0.0150 -0.1995 -0.112 12.9 11Y 0.0005161 0.08801 -0.003619 -0.9682 0.0170 0.0077 -0.1995 0.288 12.9 18X -0.0001471 0.1998 0.004337 -1.3529 -0.0107 -0.0034 0.1999 -0.0001534 18 18XY -0.0001442 0.1999 0.004313 -1.3501 -0.0049 -0.0035 -0.2001 -0.0001436 18 Project: 33kV Double Circuit Medium Span Towers
Prepared By: SA-RA Project Department Date: 30.05.06
SUMMARY of ANALYSIS RESULTS Page 31/37
SA-RA Energy 18Y 19X 20X 21X
-0.0001169 0.00029 1.653e-005 -0.0001646
CALCULATION SHEET 0.1999 0.08799 0.1347 0.1881
-0.005038 0.0283 0.0357 0.03735
-1.3542 -1.0658 -1.2994 -1.3499
-0.0110 -0.0124 -0.0031 -0.0041
-0.0037 -0.2001 -0.0036 0.00029 0.0012 1.653e-005 -0.0030 -0.0001646
Subject: Design of S-2S Type Tower 0.3999 -1.512 -1.465 -1.412
17.99 12.93 15.24 17.54
Joint Support Reactions: Joint Label
X-Force % Y-Force % Z-Force Comp. % Uplift % X-Moment % Y-Moment % Z-Moment % Max. % (kN) Usage (kN) Usage (kN) Usage Usage (kN-m) Usage (kN-m) Usage (kN-m) Usage Usage ----------------------------------------------------------------------------------------------------------------------------------------1P -5.509 0.0 -7.365 0.0 124.137 0.0 0.0 0.140 0.0 -0.259 0.0 -0.010 0.0 0.0 1X 5.049 0.0 -7.018 0.0 -113.850 0.0 0.0 0.112 0.0 0.253 0.0 -0.009 0.0 0.0 1XY -5.052 0.0 -6.907 0.0 -113.858 0.0 0.0 0.118 0.0 -0.239 0.0 0.011 0.0 0.0 1Y 5.512 0.0 -7.479 0.0 124.105 0.0 0.0 0.133 0.0 0.274 0.0 0.009 0.0 0.0 *** Analysis Results for Load Case No. 11 "CASE 11" Equilibrium Joint Positions and Rotations: Joint X-Displ Y-Displ Z-Displ X-Rot Y-Rot Z-Rot X-Pos Y-Pos Z-Pos Label (m) (m) (m) (deg) (deg) (deg) (m) (m) (m) ------------------------------------------------------------------------------------------------------------------1P 0 0 0 0.0000 0.0000 0.0000 0.746 0.746 0 11P 0.03337 0.05348 -0.003641 -0.6142 0.3015 -0.2568 0.2334 0.2535 12.9 18P 0.06861 0.1291 -0.005123 -0.9686 0.3878 -0.5118 0.2686 0.3291 17.99 19P 0.04017 0.05436 -0.02068 -0.7918 0.3139 -0.2851 0.04017 1.654 12.88 20P 0.05974 0.08567 -0.02634 -0.9606 0.3995 -0.4483 0.05974 1.686 15.17 21P 0.07866 0.1225 -0.02815 -1.0187 0.3939 -0.5691 0.07866 1.723 17.47 1X 0 0 0 0.0000 0.0000 0.0000 0.746 -0.746 0 1XY 0 0 0 0.0000 0.0000 0.0000 -0.746 -0.746 0 1Y 0 0 0 0.0000 0.0000 0.0000 -0.746 0.746 0 11X 0.03152 0.05354 0.0007157 -0.6372 0.3192 -0.2695 0.2315 -0.1465 12.9 11XY 0.03151 0.05537 0.002899 -0.6373 0.2842 -0.2793 -0.1685 -0.1446 12.9 11Y 0.03337 0.05539 -0.001452 -0.6581 0.3501 -0.2708 -0.1666 0.2554 12.9 18X 0.06483 0.1291 0.001446 -0.9645 0.3855 -0.5027 0.2648 -0.07086 18 18XY 0.06483 0.1329 0.004193 -0.9613 0.3910 -0.5031 -0.1352 -0.06711 18 18Y 0.06862 0.1329 -0.002374 -0.9661 0.3840 -0.5143 -0.1314 0.3329 18 19X 0.02492 0.05446 0.01895 -0.7315 0.3033 -0.2675 0.02492 -1.546 12.92 20X 0.03554 0.08577 0.0245 -0.9022 0.3894 -0.4397 0.03554 -1.514 15.22 21X 0.0483 0.1226 0.02626 -0.9618 0.3904 -0.5553 0.0483 -1.477 17.53
Project: 33kV Double Circuit Medium Span Towers
Prepared By: SA-RA Project Department Date: 30.05.06
SUMMARY of ANALYSIS RESULTS Page 32/37
SA-RA Energy
CALCULATION SHEET
Subject: Design of S-2S Type Tower
Joint Support Reactions: Joint Label
X-Force % Y-Force % Z-Force Comp. % Uplift % X-Moment % Y-Moment % Z-Moment % Max. % (kN) Usage (kN) Usage (kN) Usage Usage (kN-m) Usage (kN-m) Usage (kN-m) Usage Usage ----------------------------------------------------------------------------------------------------------------------------------------1P -7.364 0.0 -6.369 0.0 126.351 0.0 0.0 0.183 0.0 -0.231 0.0 0.022 0.0 0.0 1X -0.071 0.0 -1.548 0.0 -18.541 0.0 0.0 -0.044 0.0 0.095 0.0 0.016 0.0 0.0 1XY -6.003 0.0 -6.596 0.0 -114.155 0.0 0.0 0.177 0.0 -0.190 0.0 0.029 0.0 0.0 1Y -0.302 0.0 -2.906 0.0 30.764 0.0 0.0 -0.002 0.0 0.100 0.0 0.035 0.0 0.0 *** Analysis Results for Load Case No. 12 "CASE 12" Equilibrium Joint Positions and Rotations: Joint X-Displ Y-Displ Z-Displ X-Rot Y-Rot Z-Rot X-Pos Y-Pos Z-Pos Label (m) (m) (m) (deg) (deg) (deg) (m) (m) (m) ------------------------------------------------------------------------------------------------------------------1P 0 0 0 0.0000 0.0000 0.0000 0.746 0.746 0 11P 0.03331 0.0508 -0.003395 -0.5634 0.3061 -0.2584 0.2333 0.2508 12.9 18P 0.06851 0.1186 -0.004642 -0.8508 0.3883 -0.5104 0.2685 0.3186 18 19P 0.04004 0.0517 -0.01858 -0.7048 0.3155 -0.2812 0.04004 1.652 12.88 20P 0.05968 0.08019 -0.02319 -0.8393 0.3974 -0.4489 0.05968 1.68 15.18 21P 0.0785 0.1131 -0.02453 -0.8818 0.3934 -0.5663 0.0785 1.713 17.48 1X 0 0 0 0.0000 0.0000 0.0000 0.746 -0.746 0 1XY 0 0 0 0.0000 0.0000 0.0000 -0.746 -0.746 0 1Y 0 0 0 0.0000 0.0000 0.0000 -0.746 0.746 0 11X 0.03147 0.05084 0.0006138 -0.5855 0.3173 -0.2686 0.2315 -0.1492 12.9 11XY 0.03147 0.05266 0.002796 -0.5869 0.2872 -0.2763 -0.1685 -0.1473 12.9 11Y 0.03331 0.05268 -0.001206 -0.6045 0.3478 -0.2686 -0.1667 0.2527 12.9 18X 0.06474 0.1186 0.001173 -0.8482 0.3866 -0.5020 0.2647 -0.08135 18 18XY 0.06474 0.1224 0.00391 -0.8454 0.3906 -0.5023 -0.1353 -0.0776 18 18Y 0.06851 0.1224 -0.001905 -0.8487 0.3849 -0.5119 -0.1315 0.3224 18 19X 0.02491 0.05176 0.01736 -0.6660 0.3040 -0.2666 0.02491 -1.548 12.92 20X 0.0355 0.08024 0.02188 -0.8018 0.3877 -0.4387 0.0355 -1.52 15.22 21X 0.04822 0.1131 0.02318 -0.8455 0.3898 -0.5548 0.04822 -1.487 17.52 Joint Support Reactions: Joint Label
X-Force % Y-Force % Z-Force Comp. % Uplift % X-Moment % Y-Moment % Z-Moment % Max. % (kN) Usage (kN) Usage (kN) Usage Usage (kN-m) Usage (kN-m) Usage (kN-m) Usage Usage ----------------------------------------------------------------------------------------------------------------------------------------1P -7.238 0.0 -6.323 0.0 123.292 0.0 0.0 0.181 0.0 -0.224 0.0 0.022 0.0 0.0 1X -0.112 0.0 -1.595 0.0 -17.425 0.0 0.0 -0.042 0.0 0.092 0.0 0.017 0.0 0.0 1XY -5.959 0.0 -6.633 0.0 -113.050 0.0 0.0 0.180 0.0 -0.187 0.0 0.028 0.0 0.0 1Y -0.429 0.0 -2.867 0.0 27.717 0.0 0.0 -0.004 0.0 0.093 0.0 0.034 0.0 0.0 Project: 33kV Double Circuit Medium Span Towers
Prepared By: SA-RA Project Department Date: 30.05.06
SUMMARY of ANALYSIS RESULTS Page 33/37
SA-RA Energy
CALCULATION SHEET
Subject: Design of S-2S Type Tower
*** Analysis Results for Load Case No. 13 "CASE 13" Equilibrium Joint Positions and Rotations: Joint X-Displ Y-Displ Z-Displ X-Rot Y-Rot Z-Rot X-Pos Y-Pos Z-Pos Label (m) (m) (m) (deg) (deg) (deg) (m) (m) (m) ------------------------------------------------------------------------------------------------------------------1P 0 0 0 0.0000 0.0000 0.0000 0.746 0.746 0 11P 0.0003126 0.01322 -0.001354 -0.2499 -0.0231 0.0067 0.2003 0.2132 12.9 18P 0.0005013 0.05173 -0.002538 -0.5815 -0.0025 -0.0079 0.2005 0.2517 18 19P 0.000667 0.01311 -0.01052 -0.4312 -0.0083 -0.0208 0.000667 1.613 12.89 20P 0.0003411 0.02701 -0.01573 -0.6003 0.0108 0.0021 0.0003411 1.627 15.18 21P 0.0008518 0.04659 -0.01805 -0.6770 0.0025 -0.0150 0.0008518 1.647 17.48 1X 0 0 0 0.0000 0.0000 0.0000 0.746 -0.746 0 1XY 0 0 0 0.0000 0.0000 0.0000 -0.746 -0.746 0 1Y 0 0 0 0.0000 0.0000 0.0000 -0.746 0.746 0 11X 0.0002292 0.0133 0.0003588 -0.2546 0.0090 -0.0055 0.2002 -0.1867 12.9 11XY 0.0002129 0.01334 0.0003655 -0.2491 -0.0144 -0.0157 -0.1998 -0.1867 12.9 11Y 0.0003038 0.01335 -0.001358 -0.2646 0.0119 -0.0121 -0.1997 0.2134 12.9 18X 0.0004528 0.05173 0.001173 -0.5739 -0.0053 -0.0049 0.2005 -0.1483 18 18XY 0.0004607 0.05174 0.001229 -0.5713 0.0022 -0.0049 -0.1995 -0.1483 18 18Y 0.0005211 0.05182 -0.002482 -0.5794 -0.0045 -0.0130 -0.1995 0.2518 18 19X 3.139e-005 0.01333 0.007667 -0.3210 -0.0035 -0.0063 3.139e-005 -1.587 12.91 20X 0.0001756 0.02723 0.0127 -0.4931 0.0080 -0.0063 0.0001756 -1.573 15.21 21X 0.000357 0.04682 0.01496 -0.5719 0.0030 -0.0036 0.000357 -1.553 17.51 Joint Support Reactions: Joint Label
X-Force % Y-Force % Z-Force Comp. % Uplift % X-Moment % Y-Moment % Z-Moment % Max. % (kN) Usage (kN) Usage (kN) Usage Usage (kN-m) Usage (kN-m) Usage (kN-m) Usage Usage ----------------------------------------------------------------------------------------------------------------------------------------1P -0.771 0.0 -0.376 0.0 18.424 0.0 0.0 0.015 0.0 -0.041 0.0 -0.003 0.0 0.0 1X 0.052 0.0 0.385 0.0 -2.173 0.0 0.0 -0.017 0.0 0.008 0.0 -0.002 0.0 0.0 1XY -0.061 0.0 0.334 0.0 -2.115 0.0 0.0 -0.021 0.0 -0.008 0.0 0.004 0.0 0.0 1Y 0.781 0.0 -0.342 0.0 18.362 0.0 0.0 0.016 0.0 0.044 0.0 0.003 0.0 0.0 *** Analysis Results for Load Case No. 14 "CASE 14" Equilibrium Joint Positions and Rotations: Joint X-Displ Y-Displ Z-Displ X-Rot Y-Rot Z-Rot X-Pos Y-Pos Z-Pos Label (m) (m) (m) (deg) (deg) (deg) (m) (m) (m) ------------------------------------------------------------------------------------------------------------------1P 0 0 0 0.0000 0.0000 0.0000 0.746 0.746 0 11P 0.03028 0.003649 -0.001948 -0.0926 0.3215 -1.1276 0.2303 0.2036 12.9 18P 0.06738 0.02209 -0.002956 -0.3470 0.3841 -2.1499 0.2674 0.2221 18 Project: 33kV Double Circuit Medium Span Towers
Prepared By: SA-RA Project Department Date: 30.05.06
SUMMARY of ANALYSIS RESULTS Page 34/37
SA-RA Energy 19P 20P 21P 1X 1XY 1Y 11X 11XY 11Y 18X 18XY 18Y 19X 20X 21X
0.05852 0.09167 0.1203 0 0 0 0.02261 0.02261 0.03028 0.05151 0.05151 0.06739 -0.004685 -0.01023 -0.007147
CALCULATION SHEET 0.007429 0.01567 0.02702 0 0 0 0.003741 0.01141 0.01142 0.02211 0.03795 0.03801 0.007577 0.01578 0.02716
-0.006594 -0.009159 -0.0107 0 0 0 -0.0009099 0.001048 5.184e-005 -0.0007973 0.001933 -0.0002286 0.00469 0.007138 0.008596
-0.2712 -0.3436 -0.3972 0.0000 0.0000 0.0000 -0.1279 -0.1900 -0.1996 -0.3374 -0.3322 -0.3356 -0.2039 -0.2789 -0.3340
0.3070 0.3950 0.3991 0.0000 0.0000 0.0000 0.2327 0.2316 0.3572 0.3865 0.3900 0.3801 0.2535 0.3583 0.3839
-1.1642 -1.8869 -2.3798 0.0000 0.0000 0.0000 -1.1077 -1.1187 -1.1441 -2.1135 -2.1138 -2.1527 -1.1185 -1.8559 -2.3381
0.05852 0.09167 0.1203 0.746 -0.746 -0.746 0.2226 -0.1774 -0.1697 0.2515 -0.1485 -0.1326 -0.004685 -0.01023 -0.007147
Subject: Design of S-2S Type Tower 1.607 1.616 1.627 -0.746 -0.746 0.746 -0.1963 -0.1886 0.2114 -0.1779 -0.162 0.238 -1.592 -1.584 -1.573
12.89 15.19 17.49 0 0 0 12.9 12.9 12.9 18 18 18 12.9 15.21 17.51
Joint Support Reactions: Joint Label
X-Force % Y-Force % Z-Force Comp. % Uplift % X-Moment % Y-Moment % Z-Moment % Max. % (kN) Usage (kN) Usage (kN) Usage Usage (kN-m) Usage (kN-m) Usage (kN-m) Usage Usage ----------------------------------------------------------------------------------------------------------------------------------------1P -3.891 0.0 -0.111 0.0 45.200 0.0 0.0 0.043 0.0 -0.091 0.0 0.109 0.0 0.0 1X -0.007 0.0 3.450 0.0 33.476 0.0 0.0 -0.120 0.0 0.017 0.0 0.101 0.0 0.0 1XY 0.122 0.0 -2.815 0.0 -33.138 0.0 0.0 0.104 0.0 0.008 0.0 0.104 0.0 0.0 1Y -2.755 0.0 -0.523 0.0 -21.119 0.0 0.0 -0.023 0.0 -0.045 0.0 0.113 0.0 0.0 *** Analysis Results for Load Case No. 15 "CASE 15" Equilibrium Joint Positions and Rotations: Joint X-Displ Y-Displ Z-Displ X-Rot Y-Rot Z-Rot X-Pos Y-Pos Z-Pos Label (m) (m) (m) (deg) (deg) (deg) (m) (m) (m) ------------------------------------------------------------------------------------------------------------------1P 0 0 0 0.0000 0.0000 0.0000 0.746 0.746 0 11P 0.03022 0.0009664 -0.001703 -0.0419 0.3261 -1.1291 0.2302 0.201 12.9 18P 0.06728 0.01161 -0.002475 -0.2292 0.3846 -2.1485 0.2673 0.2116 18 19P 0.05839 0.004771 -0.004498 -0.1842 0.3086 -1.1604 0.05839 1.605 12.9 20P 0.09161 0.01019 -0.006008 -0.2223 0.3928 -1.8875 0.09161 1.61 15.19 21P 0.1201 0.01757 -0.007083 -0.2603 0.3986 -2.3770 0.1201 1.618 17.49 1X 0 0 0 0.0000 0.0000 0.0000 0.746 -0.746 0 1XY 0 0 0 0.0000 0.0000 0.0000 -0.746 -0.746 0 1Y 0 0 0 0.0000 0.0000 0.0000 -0.746 0.746 0 11X 0.02256 0.001043 -0.001012 -0.0763 0.2309 -1.1068 0.2226 -0.199 12.9 11XY 0.02257 0.008702 0.0009451 -0.1396 0.2345 -1.1157 -0.1774 -0.1913 12.9 11Y 0.03022 0.008713 0.000298 -0.1460 0.3549 -1.1419 -0.1698 0.2087 12.9 18X 0.05142 0.01162 -0.001069 -0.2210 0.3876 -2.1127 0.2514 -0.1884 18 18XY 0.05142 0.02746 0.00165 -0.2163 0.3896 -2.1131 -0.1486 -0.1725 18 Project: 33kV Double Circuit Medium Span Towers
Prepared By: SA-RA Project Department Date: 30.05.06
SUMMARY of ANALYSIS RESULTS Page 35/37
SA-RA Energy 18Y 19X 20X 21X
0.06728 -0.0047 -0.01027 -0.007227
CALCULATION SHEET 0.02751 0.004875 0.01026 0.01766
0.0002405 0.003099 0.004523 0.005522
-0.2182 -0.1384 -0.1785 -0.2177
0.3810 0.2542 0.3566 0.3833
-2.1503 -1.1176 -1.8549 -2.3376
-0.1327 -0.0047 -0.01027 -0.007227
Subject: Design of S-2S Type Tower 0.2275 -1.595 -1.59 -1.582
18 12.9 15.2 17.51
Joint Support Reactions: Joint Label
X-Force % Y-Force % Z-Force Comp. % Uplift % X-Moment % Y-Moment % Z-Moment % Max. % (kN) Usage (kN) Usage (kN) Usage Usage (kN-m) Usage (kN-m) Usage (kN-m) Usage Usage ----------------------------------------------------------------------------------------------------------------------------------------1P -3.766 0.0 -0.066 0.0 42.141 0.0 0.0 0.042 0.0 -0.084 0.0 0.109 0.0 0.0 1X -0.048 0.0 3.403 0.0 34.592 0.0 0.0 -0.118 0.0 0.014 0.0 0.101 0.0 0.0 1XY 0.166 0.0 -2.852 0.0 -32.032 0.0 0.0 0.107 0.0 0.010 0.0 0.103 0.0 0.0 1Y -2.883 0.0 -0.485 0.0 -24.167 0.0 0.0 -0.025 0.0 -0.052 0.0 0.112 0.0 0.0 *** Analysis Results for Load Case No. 16 "CASE 16" Equilibrium Joint Positions and Rotations: Joint X-Displ Y-Displ Z-Displ X-Rot Y-Rot Z-Rot X-Pos Y-Pos Z-Pos Label (m) (m) (m) (deg) (deg) (deg) (m) (m) (m) ------------------------------------------------------------------------------------------------------------------1P 0 0 0 0.0000 0.0000 0.0000 0.746 0.746 0 11P 0.0001637 0.007068 -0.0007893 -0.1223 -0.0156 0.0015 0.2002 0.2071 12.9 18P 0.0001136 0.03268 -0.00199 -0.5004 -0.0055 -0.0093 0.2001 0.2327 18 19P 0.000281 0.007091 -0.004498 -0.1645 -0.0054 -0.0069 0.000281 1.607 12.9 20P 0.0001568 0.01508 -0.008365 -0.2960 0.0054 -0.0048 0.0001568 1.615 15.19 21P 0.0005139 0.02822 -0.01626 -0.6497 0.0010 -0.0161 0.0005139 1.628 17.48 1X 0 0 0 0.0000 0.0000 0.0000 0.746 -0.746 0 1XY 0 0 0 0.0000 0.0000 0.0000 -0.746 -0.746 0 1Y 0 0 0 0.0000 0.0000 0.0000 -0.746 0.746 0 11X 0.0001217 0.007073 0.0001246 -0.1265 0.0031 -0.0054 0.2001 -0.1929 12.9 11XY 0.0001168 0.007116 0.0001284 -0.1255 -0.0114 -0.0087 -0.1999 -0.1929 12.9 11Y 0.000169 0.007119 -0.000791 -0.1254 0.0047 -0.0024 -0.1998 0.2071 12.9 18X 8.319e-005 0.03269 0.0009352 -0.4841 -0.0091 -0.0008 0.2001 -0.1673 18 18XY 9.55e-005 0.03267 0.00102 -0.4838 0.0019 -0.0004 -0.1999 -0.1673 18 18Y 0.0001448 0.03279 -0.001906 -0.4921 -0.0074 -0.0152 -0.1999 0.2328 18 19X -4.864e-005 0.007098 0.003738 -0.1578 -0.0037 -0.0068-4.864e-005 -1.593 12.9 20X -3.558e-005 0.01509 0.007461 -0.2894 0.0031 -0.0015-3.558e-005 -1.585 15.21 21X 0.0001005 0.02857 0.01247 -0.4840 0.0031 0.0007 0.0001005 -1.571 17.51 Joint Support Reactions: Joint Label
X-Force % Y-Force % Z-Force Comp. % Uplift % X-Moment % Y-Moment % Z-Moment % Max. % (kN) Usage (kN) Usage (kN) Usage Usage (kN-m) Usage (kN-m) Usage (kN-m) Usage Usage ----------------------------------------------------------------------------------------------------------------------------------------1P -0.483 0.0 -0.272 0.0 11.371 0.0 0.0 0.011 0.0 -0.025 0.0 -0.001 0.0 0.0 1X -0.043 0.0 0.275 0.0 0.405 0.0 0.0 -0.012 0.0 0.001 0.0 -0.001 0.0 0.0 Project: 33kV Double Circuit Medium Span Towers
Prepared By: SA-RA Project Department Date: 30.05.06
SUMMARY of ANALYSIS RESULTS Page 36/37
SA-RA Energy 1XY 1Y
0.039 0.486
CALCULATION SHEET 0.0 0.0
0.250 -0.252
0.0 0.0
0.424 11.350
0.0 0.0
0.0 0.0
-0.014 0.012
Subject: Design of S-2S Type Tower 0.0 0.0
-0.001 0.027
0.0 0.0
0.002 0.001
0.0 0.0
0.0 0.0
Joint Displacements, Loads and Member Forces on Joints: Joint X External Y External Z External X Member Y Member Z Member X Y Z Label Load Load Load Force Force Force Disp. Disp. Disp. (kN) (kN) (kN) (kN) (kN) (kN) (m) (m) (m) ------------------------------------------------------------------------------------------------------------1P 0.0000 0.0000 -0.1726 0.4828 0.2724 -11.1988 0.0000 0.0000 0.0000 11P 0.0000 0.0000 -0.1635 0.0000 0.0000 0.1635 0.0002 0.0071 -0.0008 18P 0.0000 0.0000 -0.0678 0.0000 0.0000 0.0678 0.0001 0.0327 -0.0020 19P 0.0000 0.0000 -0.1117 0.0000 0.0000 0.1117 0.0003 0.0071 -0.0045 20P 0.0000 0.0000 -0.1117 0.0000 0.0000 0.1117 0.0002 0.0151 -0.0084 21P 0.0000 0.0000 -10.3239 0.0000 0.0000 10.3239 0.0005 0.0282 -0.0163 1X 0.0000 0.0000 -0.1726 0.0426 -0.2752 -0.2326 0.0000 0.0000 0.0000 1XY 0.0000 0.0000 -0.1726 -0.0391 -0.2503 -0.2516 0.0000 0.0000 0.0000 1Y 0.0000 0.0000 -0.1726 -0.4863 0.2523 -11.1773 0.0000 0.0000 0.0000 11X 0.0000 0.0000 -0.1635 0.0000 0.0000 0.1635 0.0001 0.0071 0.0001 11XY 0.0000 0.0000 -0.1635 0.0000 0.0000 0.1635 0.0001 0.0071 0.0001 11Y 0.0000 0.0000 -0.1635 0.0000 0.0000 0.1635 0.0002 0.0071 -0.0008 18X 0.0000 0.0000 -0.0678 0.0000 0.0000 0.0678 0.0001 0.0327 0.0009 18XY 0.0000 0.0000 -0.0678 0.0000 0.0000 0.0678 0.0001 0.0327 0.0010 18Y 0.0000 0.0000 -0.0678 0.0000 0.0000 0.0678 0.0001 0.0328 -0.0019 19X 0.0000 0.0000 -0.1117 -0.0000 0.0000 0.1117 -0.0000 0.0071 0.0037 20X 0.0000 0.0000 -0.1117 -0.0000 0.0000 0.1117 -0.0000 0.0151 0.0075 21X 0.0000 0.0000 -0.1117 0.0000 0.0000 0.1118 0.0001 0.0286 0.0125 22S 0.0000 0.0000 -0.3428 0.0000 0.0000 0.3428 0.0001 0.0001 -0.0001 23S 0.0000 0.0000 -0.3255 0.0000 0.0000 0.3255 0.0000 0.0001 -0.0002 2S 0.0000 0.0000 -0.1712 -0.0000 0.0000 0.1712 -0.0000 0.0003 -0.0002 3S 0.0000 0.0000 -0.1691 0.0000 0.0000 0.1691 0.0000 0.0004 -0.0003 4S 0.0000 0.0000 -0.1671 0.0000 0.0000 0.1671 0.0000 0.0007 -0.0003 5S 0.0000 0.0000 -0.1652 0.0000 0.0000 0.1652 0.0000 0.0011 -0.0004 6S 0.0000 0.0000 -0.1603 0.0000 0.0000 0.1603 0.0000 0.0015 -0.0004 7S 0.0000 0.0000 -0.1490 0.0000 0.0000 0.1490 0.0001 0.0021 -0.0005 8S 0.0000 0.0000 -0.1469 0.0000 0.0000 0.1469 0.0001 0.0029 -0.0006 9S 0.0000 0.0000 -0.1513 0.0000 0.0000 0.1513 0.0001 0.0040 -0.0007 10S 0.0000 0.0000 -0.1527 0.0000 0.0000 0.1527 0.0002 0.0053 -0.0007 12S 0.0000 0.0000 -0.1157 0.0000 0.0000 0.1157 0.0000 0.0084 -0.0009 13S 0.0000 0.0000 -0.1017 0.0000 0.0000 0.1017 0.0005 0.0113 -0.0011 14S 0.0000 0.0000 -0.1304 0.0000 0.0000 0.1304 0.0000 0.0151 -0.0013 15S 0.0000 0.0000 -0.1020 0.0000 0.0000 0.1020 0.0002 0.0175 -0.0015 16S 0.0000 0.0000 -0.0874 0.0000 0.0000 0.0874 0.0003 0.0227 -0.0017 17S 0.0000 0.0000 -0.1246 0.0000 0.0000 0.1246 0.0002 0.0284 -0.0019
Project: 33kV Double Circuit Medium Span Towers
Prepared By: SA-RA Project Department Date: 30.05.06
SUMMARY of ANALYSIS RESULTS Page 37/37
SA-RA Energy
CALCULATION SHEET
FOUNDATION CALCULATIONS
Project:
Prepared By: Date:
Subject:
SA-RA Energy
CALCULATION SHEET
Reactions
Project:
Prepared By: Date:
Subject:
SA-RA Energy
Subject: Design of S-2S Type Tower
CALCULATION SHEET
FOUNDATION REACTIONS OF S-2S FOR ALL LOAD CASES Notes: 1- The following reactions are taken from "Summary of Analysis Results" section 2- In vertical Forces column positive reaction means compression force, negative reaction means uplift force Case No
Load Case
1
CASE 1
2
CASE 2
3
CASE 3
4
CASE 4
5
CASE 5
6
CASE 6
7
CASE 7
Project: 33kV Double Circuit Medium Span Towers
Joint Label
Longitunal Force (kN)
Transverse Force (kN)
Vertical Force (kN)
Shear Force (kN)
1P 1X 1XY 1Y 1P 1X 1XY 1Y 1P 1X 1XY 1Y 1P 1X 1XY 1Y 1P 1X 1XY 1Y 1P 1X 1XY 1Y 1P 1X 1XY 1Y
-9.14 8.35 -8.37 9.15 -9.05 8.44 -8.45 9.06 -9.13 0.7 -8.36 1.5 -9.05 0.79 -8.44 1.41 -0.56 -0.58 0.56 0.58 -7.94 -7.82 -7.17 -7.03 -7.86 -7.73 -7.25 -7.11
-11.57 -10.97 -10.8 -11.76 -11.49 -11.06 -10.88 -11.68 -9.34 -3.67 -8.56 -4.46 -9.25 -3.75 -8.65 -4.37 -0.56 0.57 0.56 -0.57 -5.77 5.78 -5 4.99 -5.69 5.7 -5.08 5.08
207.11 -189.39 -189.35 207.01 205.16 -191.32 -191.3 205.08 174.84 -45.83 -157.08 63.45 172.89 -47.76 -159.04 61.52 12.94 12.83 12.94 12.83 130.02 129.97 -112.26 -112.35 128.07 128.04 -114.22 -114.28
14.74 13.79 13.66 14.9 14.63 13.91 13.77 14.78 13.06 3.73 11.97 4.7 12.94 3.84 12.08 4.59 0.79 0.81 0.79 0.81 9.82 9.72 8.74 8.62 9.7 9.6 8.86 8.74
Prepared By: SA-RA Project Dept. Date: 30.05.06
Longitunal Vertical Bending Transverse Moment (kN.m) Moment (kN.m) Moment (kN.m) Moment (kN.m) 0.22 0.17 0.18 0.21 0.22 0.18 0.19 0.2 0.26 -0.02 0.22 0.01 0.25 -0.02 0.22 0.01 0.03 -0.03 -0.03 0.03 0.29 -0.27 0.25 -0.23 0.28 -0.27 0.25 -0.24
-0.44 0.42 -0.4 0.46 -0.43 0.43 -0.4 0.46 -0.31 0.16 -0.28 0.19 -0.31 0.16 -0.28 0.19 -0.03 -0.03 0.03 0.03 -0.15 -0.16 -0.11 -0.12 -0.14 -0.15 -0.11 -0.12
-0.02 -0.01 0.02 0.02 -0.02 -0.01 0.02 0.02 0 -0.01 0.01 0.01 0 -0.01 0.01 0.01 0 0 0 0 0.01 -0.01 -0.01 0.01 0.01 -0.01 -0.01 0.01
0.49 0.46 0.44 0.51 0.48 0.46 0.45 0.5 0.41 0.16 0.35 0.2 0.4 0.16 0.36 0.19 0.04 0.04 0.04 0.04 0.32 0.31 0.27 0.26 0.32 0.31 0.28 0.27
FOUNDATION REACTIONS Page 1/2
SA-RA Energy
Subject: Design of S-2S Type Tower
CALCULATION SHEET
8
CASE 8
9
CASE 9
10
CASE 10
11
CASE 11
12
CASE 12
13
CASE 13
14
CASE 14
15
CASE 15
16
CASE 16
Project: 33kV Double Circuit Medium Span Towers
1P 1X 1XY 1Y 1P 1X 1XY 1Y 1P 1X 1XY 1Y 1P 1X 1XY 1Y 1P 1X 1XY 1Y 1P 1X 1XY 1Y 1P 1X 1XY 1Y 1P 1X 1XY 1Y 1P 1X 1XY 1Y MAXIMUM: MINIMUM:
-0.48 -0.04 0.04 0.48 -5.63 5.09 -5.1 5.64 -5.51 5.05 -5.05 5.51 -7.36 -0.07 -6 -0.3 -7.24 -0.11 -5.96 -0.43 -0.77 0.05 -0.06 0.78 -3.89 0 0.12 -2.76 -3.77 -0.05 0.17 -2.89 -0.48 -0.04 0.04 0.48 9.15 -9.14
-0.27 0.27 0.25 -0.25 -7.41 -6.97 -6.87 -7.52 -7.36 -7.02 -6.91 -7.48 -6.37 -1.55 -6.6 -2.9 -6.32 -1.6 -6.63 -2.87 -0.37 0.38 0.33 -0.34 -0.11 3.45 -2.82 -0.52 -0.06 3.4 -2.85 -0.49 -0.27 0.27 0.25 -0.25 5.78 -11.76
11.34 0.38 0.39 11.32 127.17 -115 -114.99 127.12 124.11 -113.88 -113.89 124.08 126.32 -18.57 -114.19 30.73 123.26 -17.45 -113.08 27.69 18.39 -2.2 -2.15 18.33 45.17 33.45 -33.17 -21.15 42.11 34.56 -32.06 -24.2 11.34 0.38 0.39 11.32 207.11 -191.32
0.55 0.28 0.25 0.55 9.31 8.63 8.55 9.4 9.2 8.65 8.56 9.29 9.73 1.55 8.92 2.92 9.61 1.6 8.92 2.9 0.86 0.39 0.34 0.85 3.89 3.45 2.82 2.81 3.77 3.4 2.86 2.93 0.55 0.28 0.25 0.55 14.9 0.25
Prepared By: SA-RA Project Dept. Date: 30.05.06
0.01 -0.01 -0.01 0.01 0.14 0.11 0.12 0.13 0.14 0.11 0.12 0.13 0.18 -0.04 0.18 0 0.18 -0.04 0.18 0 0.01 -0.02 -0.02 0.02 0.04 -0.12 0.1 -0.02 0.04 -0.12 0.11 -0.02 0.01 -0.01 -0.01 0.01
-0.02 0 0 0.03 -0.27 0.26 -0.24 0.28 -0.26 0.25 -0.24 0.27 -0.23 0.09 -0.19 0.1 -0.22 0.09 -0.19 0.09 -0.04 0.01 -0.01 0.04 -0.09 0.02 0.01 -0.04 -0.08 0.01 0.01 -0.05 -0.02 0 0 0.03
0 0 0 0 -0.01 -0.01 0.01 0.01 -0.01 -0.01 0.01 0.01 0.02 0.02 0.03 0.03 0.02 0.02 0.03 0.03 0 0 0 0 0.11 0.1 0.1 0.11 0.11 0.1 0.1 0.11 0 0 0 0
0.03 0.01 0.01 0.03 0.3 0.28 0.27 0.31 0.29 0.28 0.27 0.3 0.29 0.1 0.26 0.1 0.29 0.1 0.26 0.09 0.04 0.02 0.02 0.05 0.1 0.12 0.1 0.05 0.09 0.12 0.11 0.06 0.03 0.01 0.01 0.03
FOUNDATION REACTIONS Page 2/2
SA-RA Energy
CALCULATION SHEET
Calculations
Project:
Prepared By: Date:
Subject:
ALLOWABLE SOIL PRESSURE=1.5kg/cm2 UNSATURATED S-2S TOWER FOUNDATION CALCULATION height of stem D(m)= 1.9 width of stem a(m)= 0.4 Axial-Force c(m)= 1.081 P axial h(m)= 0 length of footing L(m)= 3.8 (kN) distance between legs L'(m)= 1.238 26 height of footing T(m)= 0.3 width of footing B(m)= 3.8 weight of concrete of stem W1(kN)= 28.63 weight of concrete of footing W2(kN)= 102 weight of concrete of beam W3(kN)= 0 88.13546864 soil unit weight ү(kN/m3)= 16 85.98727446 weight of backfill soil Wb,f(kN)= 380.4 -11.61160598 total vertical load Q(kN)= 537 internal friction angle Ø= 20 passive earth pressure coefficent Kp= 2.04 136.9675903 active earth pressure coefficent Ka= 0.49 108.364118 passive-earth pressure transverse direc. Ppy-y(kN)=
83.25
moment due to passive-earth pressure transverse direc. Mpy-y(kN)=
25.38
active-earth pressure transverse direc. Pay-y(kN)=
20.01
moment due to active-earth pressure transverse direc. May-y(kN)= applied total moment over the foundation in transverse direc. ΣM(kN.m)= eccentricity in transverse direction e(m)= transverse direction applied soil pressure qmax(kN/m2)= transverse direction applied soil pressure qmin(kN/m2)= total vertical load Q(kN)= internal friction angle Ø= passive earth pressure coefficent Kp=
5.069 446.3 0.831 88.14 0 537 20 2.04
active earth pressure coefficent Ka=
0.49
passive-earth pressure longitudinal direc. Ppy-y(kN)=
83.25
moment due to passive-earth pressure longitudinal direc. Mpy-y(kN)=
9.97
active-earth pressure longitudinal direc. Pay-y(kN)=
20.01
moment due to active-earth pressure longitudinal direc. May-y(kN)= applied total moment over the foundation in longitudinal direc. ΣM(kN.m)= eccentricity in longitudinal direction e(m)= longitudinal direction applied soil pressure qmax(kN/m2)= longitudinal direction applied soil pressure qmin(kN/m2)= volume of concrete(m3)= transverse direction resisting moments Mres(kN.m)= transverse direction overturninig moments Move(kN.m)= Factor of safetyof overturning=
6.101 650.9 1.212 137 0 5.548 1381 1069 1.292
-33.98844951
LONGITUDINAL VIEW
LOADS COMING FROM TOWER : Moment Shear Moment Myy Tx Mxx (kN.m) (kN) (kN.m)
361
29
591
Shear Ty (kN)
48
2*Q q= L 3 * B ( − e) 2 Kp =
1 + sin θ 1 − sin θ θ = 20°
Ka =
γ = 16kN / m3
q ≤ qall = 150 kN / m 2 1 − sin θ 1 + sin θ θ = 20°
1 2 3 4 5 6 7 8
10 12 14 16 18 20 22 24
301 302 303 304 305 306 307 308
78.53 113.09 153.93 201.06 254.47 314.16 380.13 452.38
78.53
REINFORCEMENT CALCULATION FOR PAD required steel area As(mm2)= 2 Asmin(mm )=
SELECT REINFORCEMENT DIAMETER number of reinforcement at top of pad : number of reinforcement at bottom of pad :
10
78.53
5687
Steel Grade
TRANSVERSAL VIEW 2 Km(mm /kN) Kl Conc. Grade
3800 1 10 72 72
S420
C20
COLUMN REINFORCEMENT For S420&C20 m=fyd/fcd
27.38
According to ACI code min. steel ratio βmin=
0.005
Asmin(mm2)=
800
260
K 380 766.3228
K > Kl → O.K Points P X XY Y
Axial force 205.16 -191.32 -191.3 205.08
Mxx
Myy -11.46 10.69 -10.70 11.48
Tx -14.554 -14.009 -13.781 -14.795
According to interaction diagram:
m=
From interaction diagram:β*m= Calculation of reinforcement ratio:β reinforcement Areq(mm2)
Md
b * h 2 * f cd
N n= b * h * f cd
m:
0.013 10
6
Asmin>Asreq number of reinforcement: 1
Column Depth n:
0.15 0.00547932 876.690411
0.096
Column Width
11
-9.05 8.44 -8.45 9.06
Ty -11.49 -11.06 -10.88 -11.68
ALLOWABLE SOIL PRESSURE=1.0kg/cm2 UNSATURATED S-2S TOWER FOUNDATION CALCULATION height of stem D(m)= 1.9 width of stem a(m)= 0.4 Axial-Force c(m)= 1.256 P axial h(m)= 0 length of footing L(m)= 4.15 (kN) distance between legs L'(m)= 1.238 26 height of footing T(m)= 0.3 width of footing B(m)= 4.15 weight of concrete of stem W1(kN)= 28.63 weight of concrete of footing W2(kN)= 121.6 weight of concrete of beam W3(kN)= 0 74.11572715 soil unit weight ү(kN/m3)= 16 74.10824302 weight of backfill soil Wb,f(kN)= 455.5 -0.737292183 total vertical load Q(kN)= 631.8 internal friction angle Ø= 20 passive earth pressure coefficent Kp= 2.04 97.16347795 active earth pressure coefficent Ka= 0.49 91.33737582 passive-earth pressure transverse direc. Ppy-y(kN)=
88.56
moment due to passive-earth pressure transverse direc. Mpy-y(kN)=
25.91
active-earth pressure transverse direc. Pay-y(kN)=
21.29
moment due to active-earth pressure transverse direc. May-y(kN)= applied total moment over the foundation in transverse direc. ΣM(kN.m)= eccentricity in transverse direction e(m)= transverse direction applied soil pressure qmax(kN/m2)= transverse direction applied soil pressure qmin(kN/m2)= total vertical load Q(kN)= internal friction angle Ø= passive earth pressure coefficent Kp=
5.101 445.8 0.706 74.12 0 631.8 20 2.04
active earth pressure coefficent Ka=
0.49
passive-earth pressure longitudinal direc. Ppy-y(kN)=
88.56
moment due to passive-earth pressure longitudinal direc. Mpy-y(kN)=
10.00
active-earth pressure longitudinal direc. Pay-y(kN)=
21.29
moment due to active-earth pressure longitudinal direc. May-y(kN)= applied total moment over the foundation in longitudinal direc. ΣM(kN.m)= eccentricity in longitudinal direction e(m)= longitudinal direction applied soil pressure qmax(kN/m2)= longitudinal direction applied soil pressure qmin(kN/m2)= volume of concrete(m3)= transverse direction resisting moments Mres(kN.m)= transverse direction overturninig moments Move(kN.m)= Factor of safetyof overturning=
6.229 651 1.03 97.16 0 6.383 1672 1136 1.471
-17.96642498
LONGITUDINAL VIEW
LOADS COMING FROM TOWER : Moment Shear Moment Myy Tx Mxx (kN.m) (kN) (kN.m)
361
29
591
Shear Ty (kN)
48
2*Q q= L 3 * B ( − e) 2 Kp =
1 + sin θ 1 − sin θ θ = 20°
Ka =
γ = 16kN / m3
q ≤ qall = 100 kN / m 2 1 − sin θ 1 + sin θ θ = 20°
1 2 3 4 5 6 7 8
10 12 14 16 18 20 22 24
301 302 303 304 305 306 307 308
78.53 113.09 153.93 201.06 254.47 314.16 380.13 452.38
78.53
REINFORCEMENT CALCULATION FOR PAD required steel area As(mm2)= 2 Asmin(mm )=
SELECT REINFORCEMENT DIAMETER number of reinforcement at top of pad : number of reinforcement at bottom of pad :
10
78.53
5681
Steel Grade
TRANSVERSAL VIEW 2 Km(mm /kN) Kl Conc. Grade
4150 1 10 72 72
S420
C20
COLUMN REINFORCEMENT For S420&C20 m=fyd/fcd
27.38
According to ACI code min. steel ratio βmin=
0.005
Asmin(mm2)=
800
260
K 380 837.8411
K > Kl → O.K Points P X XY Y
Axial force 205.16 -191.32 -191.3 205.08
Mxx
Myy -11.46 10.69 -10.70 11.48
Tx -14.554 -14.009 -13.781 -14.795
According to interaction diagram:
m=
n=
From interaction diagram:β*m= Calculation of reinforcement ratio:β reinforcement Areq(mm2)
Md
b * h 2 * f cd
m:
N b * h * f cd
n:
0.013 10
0.096
6
0.15 0.00547932 876.690411
Asmin>Asreq number of reinforcement: 1
Column Depth
Column Width
11
-9.05 8.44 -8.45 9.06
Ty -11.49 -11.06 -10.88 -11.68
ALLOWABLE SOIL PRESSURE=0.5kg/cm2 UNSATURATED S-2S TOWER FOUNDATION CALCULATION height of stem D(m)= 1.7 width of stem a(m)= 0.4 Axial-Force c(m)= 2.181 P axial h(m)= 0 length of footing L(m)= 6 (kN) distance between legs L'(m)= 1.238 26 height of footing T(m)= 0.3 width of footing B(m)= 6 weight of concrete of stem W1(kN)= 25.62 weight of concrete of footing W2(kN)= 254.3 weight of concrete of beam W3(kN)= 0 47.57070122 soil unit weight ү(kN/m3)= 16 43.20276689 weight of backfill soil Wb,f(kN)= 809.8 18.78270796 total vertical load Q(kN)= 1116 internal friction angle Ø= 20 passive earth pressure coefficent Kp= 2.04 51.22773451 active earth pressure coefficent Ka= 0.49 48.96862666 passive-earth pressure transverse direc. Ppy-y(kN)=
98.1
moment due to passive-earth pressure transverse direc. Mpy-y(kN)=
21.09
active-earth pressure transverse direc. Pay-y(kN)=
23.58
moment due to active-earth pressure transverse direc. May-y(kN)= applied total moment over the foundation in transverse direc. ΣM(kN.m)= eccentricity in transverse direction e(m)= transverse direction applied soil pressure qmax(kN/m2)= transverse direction applied soil pressure qmin(kN/m2)= total vertical load Q(kN)= internal friction angle Ø= passive earth pressure coefficent Kp=
3.649 439.6 0.394 43.2 18.78 1116 20 2.04
active earth pressure coefficent Ka=
0.49
passive-earth pressure longitudinal direc. Ppy-y(kN)=
98.1
moment due to passive-earth pressure longitudinal direc. Mpy-y(kN)=
6.94
active-earth pressure longitudinal direc. Pay-y(kN)=
23.58
moment due to active-earth pressure longitudinal direc. May-y(kN)= applied total moment over the foundation in longitudinal direc. ΣM(kN.m)= eccentricity in longitudinal direction e(m)= longitudinal direction applied soil pressure qmax(kN/m2)= longitudinal direction applied soil pressure qmin(kN/m2)= volume of concrete(m3)= transverse direction resisting moments Mres(kN.m)= transverse direction overturninig moments Move(kN.m)= Factor of safetyof overturning=
5.069 647.1 0.58 48.97 13.02 11.89 3708 1481 2.504
13.01684819
LONGITUDINAL VIEW
LOADS COMING FROM TOWER : Moment Shear Moment Myy Tx Mxx (kN.m) (kN) (kN.m)
361
29
591
Shear Ty (kN)
48
2*Q q= L 3 * B ( − e) 2 Kp =
1 + sin θ 1 − sin θ θ = 20°
Ka =
γ = 16kN / m3
q ≤ qall = 50 kN / m 2 1 − sin θ 1 + sin θ θ = 20°
1 2 3 4 5 6 7 8
10 12 14 16 18 20 22 24
301 302 303 304 305 306 307 308
78.53 113.09 153.93 201.06 254.47 314.16 380.13 452.38
78.53
REINFORCEMENT CALCULATION FOR PAD required steel area As(mm2)= 2 Asmin(mm )=
SELECT REINFORCEMENT DIAMETER number of reinforcement at top of pad : number of reinforcement at bottom of pad :
10
78.53
5601
Steel Grade
TRANSVERSAL VIEW 2 Km(mm /kN) Kl Conc. Grade
6000 1 10 76 76
S420
C20
COLUMN REINFORCEMENT For S420&C20 m=fyd/fcd
27.38
According to ACI code min. steel ratio βmin=
0.005
Asmin(mm2)=
800
260
K 380 1228.498
K > Kl → O.K Points P X XY Y
Axial force 205.16 -191.32 -191.3 205.08
Mxx
Myy -10.26 9.57 -9.58 10.27
Tx -13.022 -12.535 -12.331 -13.237
According to interaction diagram:
m=
n=
From interaction diagram:β*m= Calculation of reinforcement ratio:β reinforcement Areq(mm2)
Md
b * h 2 * f cd
m:
N b * h * f cd
n:
0.012 10
6
0.15 0.00547932 876.690411
Asmin>Asreq number of reinforcement: 1
Column Depth 0.096
Column Width
11
-9.05 8.44 -8.45 9.06
Ty -11.49 -11.06 -10.88 -11.68
ALLOWABLE SOIL PRESSURE=1.5kg/cm2 SATURATED S-2S TOWER FOUNDATION CALCULATION height of stem D(m)= 1.9 width of stem a(m)= 0.4 Axial-Force c(m)= 1.181 P axial h(m)= 0 length of footing L(m)= 4 (kN) distance between legs L'(m)= 1.238 26 height of footing T(m)= 0.3 width of footing B(m)= 4 weight of concrete of stem W1(kN)= 28.63 weight of concrete of footing W2(kN)= 113 weight of concrete of beam W3(kN)= 0 75.84240375 soil unit weight ү(kN/m3)= 10 69.53733444 weight of backfill soil Wb,f(kN)= 264.2 -15.56252344 total vertical load Q(kN)= 431.8 internal friction angle Ø= 20 passive earth pressure coefficent Kp= 2.04 147.0513054 active earth pressure coefficent Ka= 0.49 88.13830367 passive-earth pressure transverse direc. Ppy-y(kN)=
53.93
moment due to passive-earth pressure transverse direc. Mpy-y(kN)=
16.05
active-earth pressure transverse direc. Pay-y(kN)=
12.96
moment due to active-earth pressure transverse direc. May-y(kN)= applied total moment over the foundation in transverse direc. ΣM(kN.m)= eccentricity in transverse direction e(m)= transverse direction applied soil pressure qmax(kN/m2)= transverse direction applied soil pressure qmin(kN/m2)= total vertical load Q(kN)= internal friction angle Ø= passive earth pressure coefficent Kp=
3.319 453.9 1.051 75.84 0 431.8 20 2.04
active earth pressure coefficent Ka=
0.49
passive-earth pressure longitudinal direc. Ppy-y(kN)=
53.93
moment due to passive-earth pressure longitudinal direc. Mpy-y(kN)=
6.38
active-earth pressure longitudinal direc. Pay-y(kN)=
12.96
moment due to active-earth pressure longitudinal direc. May-y(kN)= applied total moment over the foundation in longitudinal direc. ΣM(kN.m)= eccentricity in longitudinal direction e(m)= longitudinal direction applied soil pressure qmax(kN/m2)= longitudinal direction applied soil pressure qmin(kN/m2)= volume of concrete(m3)= transverse direction resisting moments Mres(kN.m)= transverse direction overturninig moments Move(kN.m)= Factor of safetyof overturning=
3.859 652.3 1.511 147.1 0 6.016 1225 1108 1.106
-34.16349267
LONGITUDINAL VIEW
LOADS COMING FROM TOWER : Moment Shear Moment Myy Tx Mxx (kN.m) (kN) (kN.m)
361
29
591
Shear Ty (kN)
48
2*Q q= L 3 * B ( − e) 2 Kp =
1 + sin θ 1 − sin θ θ = 20°
Ka =
γ = 16kN / m3
q ≤ qall = 150 kN / m 2 1 − sin θ 1 + sin θ θ = 20°
1 2 3 4 5 6 7 8
10 12 14 16 18 20 22 24
301 302 303 304 305 306 307 308
78.53 113.09 153.93 201.06 254.47 314.16 380.13 452.38
78.53
REINFORCEMENT CALCULATION FOR PAD required steel area As(mm2)= 2 Asmin(mm )=
SELECT REINFORCEMENT DIAMETER number of reinforcement at top of pad : number of reinforcement at bottom of pad :
10
78.53
5784
Steel Grade
TRANSVERSAL VIEW 2 Km(mm /kN) Kl Conc. Grade
4000 1 10 74 74
S420
C20
COLUMN REINFORCEMENT For S420&C20 m=fyd/fcd
27.38
According to ACI code min. steel ratio βmin=
0.005
Asmin(mm2)=
800
260
K 380 793.1858
K > Kl → O.K Points P X XY Y
Axial force 205.16 -191.32 -191.3 205.08
Mxx
Myy -11.46 10.69 -10.70 11.48
Tx -14.554 -14.009 -13.781 -14.795
According to interaction diagram:
m=
n=
From interaction diagram:β*m= Calculation of reinforcement ratio:β reinforcement Areq(mm2)
Md
b * h 2 * f cd
m:
N b * h * f cd
n:
0.013 10
0.096
6
0.15 0.00547932 876.690411
Asmin>Asreq number of reinforcement: 1
Column Depth
Column Width
11
-9.05 8.44 -8.45 9.06
Ty -11.49 -11.06 -10.88 -11.68
ALLOWABLE SOIL PRESSURE=1.0kg/cm2 SATURATED S-2S TOWER FOUNDATION CALCULATION height of stem D(m)= 1.9 width of stem a(m)= 0.4 Axial-Force c(m)= 1.306 P axial h(m)= 0 length of footing L(m)= 4.25 (kN) distance between legs L'(m)= 1.238 26 height of footing T(m)= 0.3 width of footing B(m)= 4.25 weight of concrete of stem W1(kN)= 28.63 weight of concrete of footing W2(kN)= 127.6 weight of concrete of beam W3(kN)= 0 63.84038296 soil unit weight ү(kN/m3)= 10 62.08577423 weight of backfill soil Wb,f(kN)= 298.8 -8.82910013 total vertical load Q(kN)= 481 internal friction angle Ø= 20 passive earth pressure coefficent Kp= 2.04 98.13934074 active earth pressure coefficent Ka= 0.49 77.61287552 passive-earth pressure transverse direc. Ppy-y(kN)=
56.3
moment due to passive-earth pressure transverse direc. Mpy-y(kN)=
16.29
active-earth pressure transverse direc. Pay-y(kN)=
13.53
moment due to active-earth pressure transverse direc. May-y(kN)= applied total moment over the foundation in transverse direc. ΣM(kN.m)= eccentricity in transverse direction e(m)= transverse direction applied soil pressure qmax(kN/m2)= transverse direction applied soil pressure qmin(kN/m2)= total vertical load Q(kN)= internal friction angle Ø= passive earth pressure coefficent Kp=
3.342 453.7 0.943 63.84 0 481 20 2.04
active earth pressure coefficent Ka=
0.49
passive-earth pressure longitudinal direc. Ppy-y(kN)=
56.3
moment due to passive-earth pressure longitudinal direc. Mpy-y(kN)=
6.41
active-earth pressure longitudinal direc. Pay-y(kN)=
13.53
moment due to active-earth pressure longitudinal direc. May-y(kN)= applied total moment over the foundation in longitudinal direc. ΣM(kN.m)= eccentricity in longitudinal direction e(m)= longitudinal direction applied soil pressure qmax(kN/m2)= longitudinal direction applied soil pressure qmin(kN/m2)= volume of concrete(m3)= transverse direction resisting moments Mres(kN.m)= transverse direction overturninig moments Move(kN.m)= Factor of safetyof overturning=
3.916 652.3 1.356 98.14 0 6.635 1383 1156 1.197
-24.35620142
LONGITUDINAL VIEW
LOADS COMING FROM TOWER : Moment Shear Moment Myy Tx Mxx (kN.m) (kN) (kN.m)
361
29
591
Shear Ty (kN)
48
2*Q q= L 3 * B ( − e) 2 Kp =
1 + sin θ 1 − sin θ θ = 20°
Ka =
γ = 16kN / m3
q ≤ qall = 100 kN / m 2 1 − sin θ 1 + sin θ θ = 20°
1 2 3 4 5 6 7 8
10 12 14 16 18 20 22 24
301 302 303 304 305 306 307 308
78.53 113.09 153.93 201.06 254.47 314.16 380.13 452.38
78.53
REINFORCEMENT CALCULATION FOR PAD required steel area As(mm2)= 2 Asmin(mm )=
SELECT REINFORCEMENT DIAMETER number of reinforcement at top of pad : number of reinforcement at bottom of pad :
10
78.53
5781
Steel Grade
TRANSVERSAL VIEW 2 Km(mm /kN) Kl Conc. Grade
4250 1 10 74 74
S420
C20
COLUMN REINFORCEMENT For S420&C20 m=fyd/fcd
27.38
According to ACI code min. steel ratio βmin=
0.005
Asmin(mm2)=
800
260
K 380 843.1572
K > Kl → O.K Points P X XY Y
Axial force 205.16 -191.32 -191.3 205.08
Mxx
Myy -11.46 10.69 -10.70 11.48
Tx -14.554 -14.009 -13.781 -14.795
According to interaction diagram:
m=
n=
From interaction diagram:β*m= Calculation of reinforcement ratio:β reinforcement Areq(mm2)
Md
b * h 2 * f cd
m:
N b * h * f cd
n:
0.013 10
6
0.1 0.00365288 584.460274
Asmin>Asreq number of reinforcement: 1
Column Depth 0.096
Column Width
10
-9.05 8.44 -8.45 9.06
Ty -11.49 -11.06 -10.88 -11.68
ALLOWABLE SOIL PRESSURE=0.5kg/cm2 SATURATED S-2S TOWER FOUNDATION CALCULATION height of stem D(m)= 1.7 width of stem a(m)= 0.4 Axial-Force c(m)= 1.831 P axial h(m)= 0 length of footing L(m)= 5.3 (kN) distance between legs L'(m)= 1.238 26 height of footing T(m)= 0.3 width of footing B(m)= 5.3 weight of concrete of stem W1(kN)= 25.62 weight of concrete of footing W2(kN)= 198.4 weight of concrete of beam W3(kN)= 0 41.55518157 soil unit weight ү(kN/m3)= 10 41.05777789 weight of backfill soil Wb,f(kN)= 397.5 5.043797904 total vertical load Q(kN)= 647.5 internal friction angle Ø= 20 passive earth pressure coefficent Kp= 2.04 49.36457894 active earth pressure coefficent Ka= 0.49 49.14889414 passive-earth pressure transverse direc. Ppy-y(kN)=
55.53
moment due to passive-earth pressure transverse direc. Mpy-y(kN)=
12.60
active-earth pressure transverse direc. Pay-y(kN)=
13.35
moment due to active-earth pressure transverse direc. May-y(kN)= applied total moment over the foundation in transverse direc. ΣM(kN.m)= eccentricity in transverse direction e(m)= transverse direction applied soil pressure qmax(kN/m2)= transverse direction applied soil pressure qmin(kN/m2)= total vertical load Q(kN)= internal friction angle Ø= passive earth pressure coefficent Kp=
2.406 446.8 0.69 41.06 5.044 647.5 20 2.04
active earth pressure coefficent Ka=
0.49
passive-earth pressure longitudinal direc. Ppy-y(kN)=
55.53
moment due to passive-earth pressure longitudinal direc. Mpy-y(kN)=
4.46
active-earth pressure longitudinal direc. Pay-y(kN)=
13.35
moment due to active-earth pressure longitudinal direc. May-y(kN)= applied total moment over the foundation in longitudinal direc. ΣM(kN.m)= eccentricity in longitudinal direction e(m)= longitudinal direction applied soil pressure qmax(kN/m2)= longitudinal direction applied soil pressure qmin(kN/m2)= volume of concrete(m3)= transverse direction resisting moments Mres(kN.m)= transverse direction overturninig moments Move(kN.m)= Factor of safetyof overturning=
3.029 647.6 1 49.36 0 9.515 2077 1347 1.542
-3.047318344
LONGITUDINAL VIEW
LOADS COMING FROM TOWER : Moment Shear Moment Myy Tx Mxx (kN.m) (kN) (kN.m)
361
29
591
Shear Ty (kN)
48
2*Q q= L 3 * B ( − e) 2 Kp =
1 + sin θ 1 − sin θ θ = 20°
Ka =
γ = 16kN / m3
q ≤ qall = 50 kN / m 2 1 − sin θ 1 + sin θ θ = 20°
1 2 3 4 5 6 7 8
10 12 14 16 18 20 22 24
301 302 303 304 305 306 307 308
78.53 113.09 153.93 201.06 254.47 314.16 380.13 452.38
78.53
REINFORCEMENT CALCULATION FOR PAD required steel area As(mm2)= 2 Asmin(mm )=
SELECT REINFORCEMENT DIAMETER number of reinforcement at top of pad : number of reinforcement at bottom of pad :
10
78.53
5694
Steel Grade
TRANSVERSAL VIEW 2 Km(mm /kN) Kl Conc. Grade
5300 1 10 73 73
S420
C20
COLUMN REINFORCEMENT For S420&C20 m=fyd/fcd
27.38
According to ACI code min. steel ratio βmin=
0.005
Asmin(mm2)=
800
260
K 380 1067.581
K > Kl → O.K Points P X XY Y
Axial force 205.16 -191.32 -191.3 205.08
Mxx
Myy -10.26 9.57 -9.58 10.27
Tx -13.022 -12.535 -12.331 -13.237
According to interaction diagram:
m=
n=
From interaction diagram:β*m= Calculation of reinforcement ratio:β reinforcement Areq(mm2)
Md
b * h 2 * f cd
m:
N b * h * f cd
n:
0.012 10
6
0.15 0.00547932 876.690411
Asmin>Asreq number of reinforcement: 1
Column Depth 0.096
Column Width
11
-9.05 8.44 -8.45 9.06
Ty -11.49 -11.06 -10.88 -11.68
SA-RA Energy
CALCULATION SHEET
Drawings
Project:
Prepared By: Date:
Subject:
SA-RA Energy
CALCULATION SHEET
WORKSHOP DRAWINGS
Project:
Prepared By: Date:
Subject:
SA-RA Energy
CALCULATION SHEET
Subject:
LOADING TREES for TESTING
Project:
Prepared By: Date:
Summary: Design of S-2S Type Tower
CALCULATION SHEET
(+3 Body)
Element
Vertical Bracing Hrz. Member
1
Hrz. Bracing
Main Leg
Vertical Bracing
Main Leg
X-arm Hanger X-
2
Verti Mai cal n Brac Leg ing
Vertical Bracing
3
4
FORCES
PROPERTIES
Main Leg
Segment
ANALYSIS and DESIGN SUMMARY
Hrz. Member Hrz. Bracing
Group Label
Compression Tension Control Load Control Load Material Area Material Case Case Quality (cm2)
Origin Joint
End Joint
xorigin
xend
yorigin
yend
zorigin
zend
L(m)
0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.241902 0.283805 0.325707 0.367609 0.409512 0.241902 0.283805 0.325707 0.367609 0.451414 0.493316 0.535219 0.577121 0.619023 0.451414 0.493316 0.535219 0.577121 0.619023 0.682512 0.746 0.682512 0.746
0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 -0.2 -0.2 -0.2 -0.2 0 0 0.2 0.241902 0.283805 0.325707 0.367609 0.2 0.241902 0.283805 0.325707 0.409512 0.451414 0.493316 0.535219 0.577121 0.409512 0.451414 0.493316 0.535219 0.577121 0.619023 0.682512 0.619023 0.682512
0.2 0.2 0.2 0.2 0.2 0.2 0.2 -0.2 0.2 -0.2 0.2 -0.2 0.2 -0.2 0.2 0.2 0.2 0.2 0.2 0.2 -0.2 0.2 0.2 0.2 0.2 0.2 0.241902 0.283805 0.325707 0.367609 0.409512 0.241902 -0.2838 0.325707 -0.36761 0.451414 0.493316 0.535219 0.577121 0.619023 -0.45141 0.493316 -0.53522 0.577121 -0.61902 0.682512 0.746 0.682512 0.746
0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 -0.2 0.2 -0.2 0.2 -0.2 0.2 -0.2 -0.2 -0.2 -0.2 -0.2 -0.2 0.2 -0.2 -0.2 -0.2 1.6 1.6 0.2 0.241902 0.283805 0.325707 0.367609 -0.2 0.241902 -0.2838 0.325707 0.409512 0.451414 0.493316 0.535219 0.577121 0.409512 -0.45141 0.493316 -0.53522 0.577121 0.619023 0.682512 -0.61902 -0.68251
17.5 16.6 15.7 15.2 14.3 13.4 12.9 17.5 16.6 15.7 15.2 14.3 13.4 12.9 18 17.5 15.7 15.2 13.4 12.9 18 17.5 15.2 12.9 13.4 12.9 11.91 10.92 9.93 8.94 7.95 11.91 10.92 9.93 8.94 6.96 5.97 4.98 3.99 3 6.96 5.97 4.98 3.99 3 1.5 0 1.5 0
18 17.5 16.6 15.7 15.2 14.3 13.4 18 17.5 16.6 15.7 15.2 14.3 13.4 18 17.5 15.7 15.7 13.4 12.9 18 17.5 15.2 12.9 12.9 12.9 12.9 11.91 10.92 9.93 8.94 12.9 11.91 10.92 9.93 7.95 6.96 5.97 4.98 3.99 7.95 6.96 5.97 4.98 3.99 3 1.5 3 1.5
0.500 0.900 0.900 0.500 0.900 0.900 0.500 0.640 0.985 0.985 0.640 0.985 0.985 0.640 0.400 0.400 0.400 0.640 0.400 0.400 0.566 0.566 0.566 0.566 1.500 1.414 0.992 0.992 0.992 0.992 0.992 1.085 1.122 1.163 1.209 0.992 0.992 0.992 0.992 0.992 1.313 1.369 1.428 1.490 1.553 1.503 1.503 1.987 2.072
3 9 11 14 20 22 25 4 10 12 15 21 23 26 1 5 13 15 24 27 2 6 17 28 7 8 31 33 35 37 39 32 34 36 38 41 43 45 47 49 42 44 46 48 50 53 55 54 56
8 8 1 1 1 1 1 8 1 2 3 1 1 1 8 8 5 3 1 6 0 4 5 4 4 8 1 1 1 1 1 1 4 1 4 1 1 1 1 1 4 1 4 1 4 1 1 1 2
8 8 2 2 2 2 2 8 2 1 13 2 2 2 8 8 5 13 5 1 5 15 15 15 8 15 2 2 2 2 2 15 1 14 1 2 2 2 2 2 1 14 1 14 2 2 2 2 1
L60*60*4 L60*60*4 L60*60*4 L60*60*4 L60*60*4 L60*60*4 L60*60*4 L40*40*3 L35*35*3 L35*35*3 L35*35*3 L40*40*4 L40*40*4 L45*45*4 L35*35*3 L35*35*3 L35*35*3 L35*35*3 L35*35*3 L35*35*3 L35*35*3 L35*35*3 L35*35*3 L35*35*3 L35*35*3 L45*45*4 L75*75*5 L75*75*5 L75*75*5 L75*75*5 L75*75*5 L45*45*4 L40*40*4 L40*40*4 L40*40*3 L75*75*6 L75*75*6 L75*75*6 L75*75*6 L75*75*6 L40*40*3 L40*40*3 L40*40*3 L40*40*3 L40*40*3 L80*80*7 L80*80*7 L35*35*3 L35*35*3
S355 S355 S355 S355 S355 S355 S355 S355 S275 S275 S275 S355 S355 S275 S275 S275 S275 S275 S275 S275 S275 S275 S275 S275 S275 S275 S355 S355 S355 S355 S355 S355 S275 S275 S275 S355 S355 S355 S355 S355 S275 S275 S275 S275 S275 S355 S355 S275 S275
4.71 4.71 4.71 4.71 4.71 4.71 4.71 2.35 2.04 2.04 2.04 3.08 3.08 3.49 2.04 2.04 2.04 2.04 2.04 2.04 2.04 2.04 2.04 2.04 2.04 3.49 7.36 7.36 7.36 7.36 7.36 3.49 3.08 3.08 2.35 8.75 8.75 8.75 8.75 8.75 2.35 2.35 2.35 2.35 2.35 10.8 10.8 2.04 2.04
17S 16S 15S 14S 13S 12S 11P 17X 16S 15X 14S 13X 12S 11X 18P 17S 15S 14S 12S 11P 18X 17S 14S 11P 12S 11P 10S 9S 8S 7S 6S 10S 9X 8S 7X 5S 4S 3S 2S 23S 5X 4S 3X 2S 23X 22S 1P 22S 1P
18P 17S 16S 15S 14S 13S 12S 18P 17X 16S 15X 14S 13X 12S 18X 17X 15X 15X 12X 11X 18Y 17XY 14XY 11XY 19P 19P 11P 10S 9S 8S 7S 11X 10S 9X 8S 6S 5S 4S 3S 2S 6S 5X 4S 3X 2S 23S 22S 23X 22X
51
2
1
L40*40*3
S355
2.35
23S
23X
0.619023 0.619023 0.619023 -0.61902
3
3
1.238
52
0
14
L40*40*3
S275
2.35
23S
23XY
0.619023 -0.61902 0.619023 -0.61902
3
3
1.751
Effective Effective Effective Compressi Tension Ratio RLX Ratio RLY Ratio RLZ Length- Length- Length- rx (cm) ry (cm) rz (cm) on (kN) (kN) KLx (m) KLy (m) KLz (m) 1 2 2 1 2 2 1 1 1 1 1 1 1 1 1 1 1 1 1 1 0.5 0.5 0.5 0.5 0.5 0.5 2 2 2 2 2 1 1 1 1 2 2 2 2 2 1 1 1 1 1 1 1 0.5 0.5
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 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 0.76 0.76
1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 0.5 0.5 0.5 0.5 0.5 0.5 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 0.5 0.5
1
1
1
0.5
1
0.5
kL/r
COMPRESSI Compres Actual sion Stress Capacity 2 (N/mm ) (kN) 46.8 146.8 48.8 95.1 55.4 95.1 74.1 146.8 132.2 95.1 188.2 95.1 222.0 146.8 95.7 46.3 63.8 19.8 64.0 19.8 67.4 34.4 95.5 39.3 95.8 39.3 58.2 65.9 16.1 40.9 60.5 40.9 5.8 40.9 67.4 34.4 11.0 40.9 50.0 40.9 0.0 0.0 14.6 41.9 10.6 41.9 23.1 41.9 16.6 22.3 42.6 60.9 169.0 170.9 187.8 170.9 202.5 170.9 213.6 170.9 224.7 170.9 59.1 46.7 76.3 30.3 37.2 28.2 62.3 19.9 197.6 208.1 204.8 208.1 210.8 208.1 215.7 208.1 220.1 208.1 43.7 16.9 35.9 15.5 33.3 14.3 27.4 13.1 27.0 12.1 180.7 230.2 189.4 230.2 26.3 19.4 22.1 17.9
0.500 1.800 1.800 0.500 1.800 1.800 0.500 0.640 0.985 0.985 0.640 0.985 0.985 0.640 0.400 0.400 0.400 0.640 0.400 0.400 0.283 0.283 0.283 0.283 0.750 0.707 1.984 1.984 1.984 1.984 1.984 1.085 1.122 1.163 1.209 1.984 1.984 1.984 1.984 1.984 1.313 1.369 1.428 1.490 1.553 1.503 1.503 0.993 1.036
0.500 0.900 0.900 0.500 0.900 0.900 0.500 0.640 0.985 0.985 0.640 0.985 0.985 0.640 0.400 0.400 0.400 0.640 0.400 0.400 0.566 0.566 0.566 0.566 1.500 1.414 0.992 0.992 0.992 0.992 0.992 1.085 1.122 1.163 1.209 0.992 0.992 0.992 0.992 0.992 1.313 1.369 1.428 1.490 1.553 1.503 1.503 1.510 1.575
0.500 0.900 0.900 0.500 0.900 0.900 0.500 0.640 0.985 0.985 0.640 0.985 0.985 0.640 0.400 0.400 0.400 0.640 0.400 0.400 0.283 0.283 0.283 0.283 0.750 0.707 0.992 0.992 0.992 0.992 0.992 1.085 1.122 1.163 1.209 0.992 0.992 0.992 0.992 0.992 1.313 1.369 1.428 1.490 1.553 1.503 1.503 0.993 1.036
1.83 1.83 1.83 1.83 1.83 1.83 1.83 1.21 1.06 1.06 1.06 1.21 1.21 1.36 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.36 2.29 2.29 2.29 2.29 2.29 1.36 1.21 1.21 1.21 2.28 2.28 2.28 2.28 2.28 1.21 1.21 1.21 1.21 1.21 2.44 2.44 1.06 1.06
1.83 1.83 1.83 1.83 1.83 1.83 1.83 1.21 1.06 1.06 1.06 1.21 1.21 1.36 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.36 2.29 2.29 2.29 2.29 2.29 1.36 1.21 1.21 1.21 2.28 2.28 2.28 2.28 2.28 1.21 1.21 1.21 1.21 1.21 2.44 2.44 1.06 1.06
1.18 1.18 1.18 1.18 1.18 1.18 1.18 0.78 0.68 0.68 0.68 0.78 0.78 0.88 0.68 0.68 0.68 0.68 0.68 0.68 0.68 0.68 0.68 0.68 0.68 0.88 1.48 1.48 1.48 1.48 1.48 0.88 0.78 0.78 0.78 1.47 1.47 1.47 1.47 1.47 0.78 0.78 0.78 0.78 0.78 1.57 1.57 0.68 0.68
22.05 22.98 26.08 34.90 62.25 88.63 104.59 22.49 13.01 13.06 13.74 29.41 29.50 20.32 3.28 12.35 1.19 13.74 2.25 10.21 0.00 2.98 2.16 4.71 3.39 14.86 124.42 138.25 149.02 157.19 165.41 20.63 23.49 11.45 14.63 172.89 179.17 184.45 188.69 192.56 10.27 8.43 7.82 6.45 6.35 195.18 204.53 5.37 4.51
17.398 17.342 22.478 28.519 54.586 81.629 94.705 21.772 12.841 13.052 12.93 29.189 29.37 18.718 13.216 3.665 9.232 12.93 9.493 4.343 2.402 0.00014 2.901 0.00067 15.756 4.125 112.845 127.038 136.885 145.157 152.888 30.631 14.704 18.391 10.298 160.101 166.089 170.9 175.035 178.287 9.713 8.902 7.207 6.91 5.78 180.769 188.959 5.205 4.489
42.37 98.36 98.36 42.37 98.36 98.36 42.37 82.09 144.84 144.84 94.16 126.27 126.27 72.76 58.82 58.82 58.82 94.16 58.82 58.82 0 53.37 53.37 53.37 141.51 103.99 86.62 86.62 86.62 86.62 86.62 123.29 143.81 149.15 155.05 87 87 87 87 87 168.29 175.52 183.1 190.98 199.14 95.71 95.71 146.1 152.38
1.238
1.238
1.238
1.21
1.21
0.78
2.25
2.357
158.72
9.6
19.0
0.875
1.751
0.875
1.21
1.21
0.78
0.00
1.194
0
0.0
0.0
Prepared By: SA-RA Project Dept. Date: Project: 33kV Double Circuit Medium Span Towers
DESIGN SUMMARY Page 1/2
SA-RA Energy
Summary: Design of S-2S Type Tower
ION Element
Hrz. Member
1
Vertical Bracing
Main Leg
Segment
CALCULATION SHEET
Hrz. Bracing
Main Leg
Vertical Bracing
2
Main Leg
X-arm Hanger X-
4
Verti Mai cal n Brac Leg ing
Vertical Bracing
3
Hrz. Member Hrz. Bracing
(+3 Body)
BOLTS
TENSION Actual Ultimate Actual / Stress Stress Grade Ultimate 2 2 (N/mm ) (N/mm )
Group Label
Ultimate Stress (N/mm 2)
Actual / Ultimate
(mm )
3 9 11 14 20 22 25 4 10 12 15 21 23 26 1 5 13 15 24 27 2 6 17 28 7 8 31 33 35 37 39 32 34 36 38 41 43 45 47 49 42 44 46 48 50 53 55 54 56
311.7 201.9 201.9 311.7 201.9 201.9 311.7 196.9 97.0 97.0 168.5 127.6 127.6 188.7 200.7 200.7 200.7 168.5 200.7 200.7 0.0 205.2 205.2 205.2 109.3 174.5 232.2 232.2 232.2 232.2 232.2 133.9 98.4 91.5 84.7 237.8 237.8 237.8 237.8 237.8 71.9 66.1 60.7 55.8 51.3 213.2 213.2 95.3 87.6
0.15 0.24 0.27 0.24 0.65 0.93 0.71 0.49 0.66 0.66 0.40 0.75 0.75 0.31 0.08 0.30 0.03 0.40 0.05 0.25 0.00 0.07 0.05 0.11 0.15 0.24 0.73 0.81 0.87 0.92 0.97 0.44 0.78 0.41 0.74 0.83 0.86 0.89 0.91 0.93 0.61 0.54 0.55 0.49 0.53 0.85 0.89 0.28 0.25
331 331 331 331 331 331 331 194.5 163.5 163.5 163.5 254 254 295 163.5 163.5 163.5 163.5 163.5 163.5 163.5 163.5 163.5 163.5 163.5 295 473.5 473.5 473.5 473.5 473.5 295 254 254 194.5 560 560 560 560 560 194.5 194.5 194.5 194.5 194.5 590 590 163.5 163.5
52.6 52.4 67.9 86.2 164.9 246.6 286.1 111.9 78.5 79.8 79.1 114.9 115.6 63.5 80.8 22.4 56.5 79.1 58.1 26.6 14.7 0.0 17.7 0.0 96.4 14.0 238.3 268.3 289.1 306.6 322.9 103.8 57.9 72.4 52.9 285.9 296.6 305.2 312.6 318.4 49.9 45.8 37.1 35.5 29.7 306.4 320.3 31.8 27.5
355 355 355 355 355 355 355 319.5 247.5 247.5 247.5 319.5 319.5 247.5 247.5 247.5 247.5 247.5 247.5 247.5 247.5 247.5 247.5 247.5 247.5 247.5 355 355 355 355 355 319.5 247.5 247.5 247.5 355 355 355 355 355 247.5 247.5 247.5 247.5 247.5 355 355 247.5 247.5
0.15 0.15 0.19 0.24 0.46 0.69 0.81 0.35 0.32 0.32 0.32 0.36 0.36 0.26 0.33 0.09 0.23 0.32 0.23 0.11 0.06 0.00 0.07 0.00 0.39 0.06 0.67 0.76 0.81 0.86 0.91 0.32 0.23 0.29 0.21 0.81 0.84 0.86 0.88 0.90 0.20 0.18 0.15 0.14 0.12 0.86 0.90 0.13 0.11
51
80.8
0.12
194.5
12.1
319.5
52
0.0
0.00
194.5
6.1
247.5
An 2
Bolt Type
No of Bolts
Shear Capacity (kN)
Bearing Capacity (kN)
Max of Forces / Shear
Max of Forces / Bearing
5.8 5.8 5.8 5.8 5.8 5.8 5.8 5.8 5.8 5.8 5.8 5.8 5.8 5.8 5.8 5.8 5.8 5.8 5.8 5.8 5.8 5.8 5.8 5.8 5.8 5.8 5.8 5.8 5.8 5.8 5.8 5.8 5.8 5.8 5.8 5.8 5.8 5.8 5.8 5.8 5.8 5.8 5.8 5.8 5.8 5.8 5.8 5.8 5.8
M-16 M-16 M-16 M-16 M-16 M-16 M-16 M-12 M-12 M-12 M-12 M-12 M-12 M-12 M-12 M-12 M-12 M-12 M-12 M-12 M-12 M-12 M-12 M-12 M-12 M-12 M-16 M-16 M-16 M-16 M-16 M-12 M-12 M-12 M-12 M-16 M-16 M-16 M-16 M-16 M-12 M-12 M-12 M-12 M-12 M-16 M-16 M-12 M-12
4 4 4 4 4 4 4 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 6 6 6 6 6 1 1 1 1 6 6 6 6 6 1 1 1 1 1 8 8 1 1
483 483 483 483 483 483 483 34 34 34 34 34 34 34 34 34 34 34 34 34 34 34 34 34 34 34 724 724 724 724 724 34 34 34 34 724 724 724 724 724 34 34 34 34 34 965 965 34 34
180.48 180.48 180.48 180.48 180.48 180.48 180.48 25.38 22.14 22.14 22.14 33.84 33.84 29.52 22.14 22.14 22.14 22.14 22.14 22.14 22.14 22.14 22.14 22.14 22.14 29.52 338.4 338.4 338.4 338.4 338.4 33.84 29.52 29.52 22.14 406.08 406.08 406.08 406.08 406.08 22.14 22.14 22.14 22.14 22.14 631.68 631.68 22.14 22.14
0.05 0.05 0.05 0.07 0.13 0.18 0.22 0.66 0.38 0.38 0.41 0.87 0.87 0.60 0.39 0.36 0.27 0.41 0.28 0.30 0.07 0.09 0.09 0.14 0.46 0.44 0.17 0.19 0.21 0.22 0.23 0.90 0.69 0.54 0.43 0.24 0.25 0.25 0.26 0.27 0.30 0.26 0.23 0.20 0.19 0.20 0.21 0.16 0.13
0.12 0.13 0.14 0.19 0.34 0.49 0.58 0.89 0.59 0.59 0.62 0.87 0.87 0.69 0.60 0.56 0.42 0.62 0.43 0.46 0.11 0.13 0.13 0.21 0.71 0.50 0.37 0.41 0.44 0.46 0.49 0.91 0.80 0.62 0.66 0.43 0.44 0.45 0.46 0.47 0.46 0.40 0.35 0.31 0.29 0.31 0.32 0.24 0.20
0.04
5.8
M-12
1
34
25.38
0.07
0.09
0.02
5.8
M-12
1
34
22.14
0.04
0.05
Prepared By: SA-RA Project Dept. Date: Project: 33kV Double Circuit Medium Span Towers
DESIGN SUMMARY Page 2/2
SA-RA Energy
CALCULATION SHEET
Subject: Design of S-2S Type
CONTENTS 1- Introduction 2- Tower Outline Drawing 3- Load Calculations and Analysis Results i. ii. iii. iv. v.
Conductor Load Calculations & Load Trees Wind Load Calculations Joint & Member Description Drawing Summary of Analysis Results Detailed Analysis Results
4- Foundation Calculations a. Reactions b. Calculations c. Drawings 5- Test Loading Trees
Project: 33kV Double Circuit Medium Span Towers
Prepared By: SA-RA Project Dept. Date: 30.05.06
Tower
SA-RA Energy
CALCULATION SHEET
INTRODUCTION
Project:
Prepared By: Date:
Subject:
SA-RA Energy
CALCULATION SHEET
Subject: Design of S-2S Type Tower
INTRODUCTION a- Purpose: The purpose of this document is to design a self support square lattice tower to be used in 33kV Medium Span Overhead Transmission Line network. b- Scope: In this project suspension type – named as “S-2S +3BODY” –
tower which has
18.00m height is designed. As it will be used in double circuit network, “2” stands for double circuit. Cross arm length and clearances – as shown in the outline –
is
determined according to the specification no: D-43 submitted by Commission of Electricity, Planning & Studies Division. After all statical and design calculations of towers completed foundation design is done. For suspension type tower there are 3 types of foundations for different soil conditions. c- Design Criteria and Load Cases: All the loads applied on the tower are calculated according to the the specification no D-43. These loads are arranged in load combinations and given in the load trees. They are submitted in the following pages. d- About Software Used: The design is done by “TOWER” software. It is one of several programs developed by “Power Line Systems” for the analysis and design of transmission and communication structures. For tranmission line towers, design checks are made according to ASCE 10-90 (Design of Latticed Steel Transmission Structures). The programme calculates stressess in each member and compares them to allowable values. Design loads for towers are described by climatic conditions (combination of wind, ice and temperature), load factors and conductor. “TOWER” uses classical concepts of finite element analysis to determine the axial forces and stresses in each tower component under various load cases. These forces are then compared to allowable values according to ASCE 10 Manual. The mathematical model created by “TOWER” is a collection of joints (or nodes) interconnected by straight members (or elements).
Project: 33kV Double Circuit Medium Span Towers
Prepared By: SA-RA Project Dept. Date: 30.05.06
INTRODUCTION Page 1/2
SA-RA Energy
CALCULATION SHEET
Subject: Design of S-2S Type Tower
e- Materials of Design: The following strength values are used in the design calculations:
Steel Angles and Plates: Mild Steel – S275: Ultimate Tensile Strength: 410MPa Yield Strength: 275MPa High Tensile Steel – S355: (Denoted as “H”) Ultimate Tensile Strength: 470MPa Yield Strength: 355MPa
Bolts: Ultimate tensile strength (Gr5.8): 500MPa Yield strength (Gr5.8): 400MPa Ultimate shear strength (Gr5.8): 300MPa Ultimate bearing capacity (Gr5.8): 750MPa
Design Specifications: ASCE Manual No: 52 “Guide for Design of Latticed Steel Transmission Towers” ANSI/ASCE 10-90: “Design of Latticed Steel Transmission Structures” ASCE Manual No: 74 “Guidelines for Electrical Transmission Line Structural Loading”
Slenderness Ratio Limits of Tower Members: As per specification of ASCE Manual No:52 Main members (legs): 120 Other load carrying members (bracings): 200 Redundant members: 250 Tension-only members: 375
Minimum Material Thicknesses: Leg members, compression chords of cross arms and earth wire peak: 4mm Other members: 3mm Redundant members: 3mm Gusset Plates: 5mm Minimum bolt diameter: 12mm
Project: 33kV Double Circuit Medium Span Towers
Prepared By: SA-RA Project Dept. Date: 30.05.06
INTRODUCTION Page 2/2
SA-RA Energy
CALCULATION SHEET
Subject:
TOWER OUTLINE DRAWING
Project:
Prepared By: Date:
SA-RA Energy
CALCULATION SHEET
Subject:
LOAD CALCULATIONS AND ANALYSIS RESULTS
Project:
Prepared By: Date:
SA-RA Energy
CALCULATION SHEET
Subject:
Conductor Load Calculations & Load Trees
Project:
Prepared By: Date:
SA-RA ENERGY, CONSTRUCTION, TRADE&INDUSTRY CO.INC.
TOWER TYPES AND DESIGN SPANS
33 kV. Double circuit Transmission line ;
Description of Tower
Ruling
Tower type
Design Angle (°)
S-2S
0
Tangent
S-2T
0 20
S-2H
0 65
S-2SC
0
S-2TC
0 20
S-2HC
0 65
S-2RCS
SPANS ( in meters ) Wind Span Weight Span Angle
Tangent
Conductor
150
0
210
225
Small Angle Tension
150
210
210
225
Large angle Tension
150
210
210
225
Tangent
250
0
350
375
Small Angle Tension
250
350
350
375
Large angle Tension
250
350
350
375
0
Tangent
400
0
560
600 -150
S-2AT
0 20
Anchor
150
210
210
225 -150
S-2RC
0
Tangent
600
0
840
900 -150
S-2ARC
0 20
Anchor
300
420
420
450 -150
MINIMUM FACTOR OF SAFETY Normal Condition Exceptional Case
33kV Transmission Line
For TOWER Structure 1.50 1.10
Double Circuit Suspension Tower for Medium Span " S-2S "
For Foundation 1.50 1.10 Revision a b c d
Page No. 2
SA-RA ENERGY, CONSTRUCTION, TRADE&INDUSTRY CO.INC.
CONDUCTOR AND SHIELD WIRE DATA
CONDUCTOR Reference Standard Material Code Name Stranding Total area Diameter Weight Ultimate strength Final modulus of elasticity Coefficient of linear exp. Dc Resistance , 20°C
ACSR 210/35 7/26 mm2 mm Kg / m daN Kg/mm2 1 / °C ohm/km
243.2 20.3 0.85 7490 7700 1.89E-05 0.138
Specific Creepage
24 SUSPENSION
mm / kV TENSION
STRING TYPE
m Kg
Single 70 3 1.00 30
Double 70 2*3 1.00 60
Single 70 4 1.30 40
Double 70 2*4 1.30 80
Wind load on insulator string
Kg
25
50
30
60
Weight of lineman and tools
Kg
Elec. & Mechanical failing load No. of insulator units in string Length of one string Weight of insulator string
kN
Basic span :
M.W.T
EDS
M.Sag
100
150 m.
Condition Temp. °C
100
R.ice mm.
CONDUCTOR Wind Kg/m2
Weight Kg/m
Tension Kg
Sag m.
-5 15 15 0 23 45
0 0 0 0 0
75 0 0 0 0
0.850 1.744 0.850 0.850 0.850
1.692 1.851 1.189 1.086 878
1.41 2.65 2.01 #SAYI/0! 2.20 2.72
75
0
0
0.850
707
3.38
33kV Transmission Line
Double Circuit Suspension Tower for Medium Span " S-2S "
Revision a b c d
Page No. 3
SA-RA ENERGY, CONSTRUCTION, TRADE&INDUSTRY CO.INC.
SAG AND TENSION DATA FOR ACSR CONDUCTOR
STARTING CONDITION Ruling span Temperature Radial Ice Ice density Wind pressure Max. W. Tension
Description
= = = = = =
CONDUCTOR DATA 150 -5 9.475 0.917 2.100
m. °C cm kg/dm3 Kg / m2 Kg
Temperature °C
Max. Working Tension
Span a1, 45 ° wind Span a2, 45 ° wind
Everyday tension
Max. Sag
Direk boyu konsol altından =
Cond. Dia. Unit weight Cross Section Ultimate strength Coeff. of Exp. Modulus of Elas.
Wind Pressure Kg / m2
= 20.3 = 0.85 = 243.20 = 7.638 = 0.0000189 = 7.700
Final Tension Kg
Unit weight Kg / m
-12 -5 -12 15 15 15
0.0 0.0 0.0 75.0 53.0 53.0
0.850 1.661 0.850 1.744 1.372 1.372
5
0.0
0.850
10
0.850
15 20 23
0.850 0.850 0.850
25 30 35 40 45 50 75
0.850 0.850 0.850 0.850 0.850 0.850 0.850
1.692 2.100 1.692 1.851 1.594 1.594 1.346 1.264 1.189 1.123 1.086 1.063 1.009 960 917 878 842 707
Final Sag m. 1.41 2.23 1.41 2.65 2.42 2.42 1.78 1.89 2.01 2.13 2.20 2.25 2.37 2.49 2.61 2.72 2.84 3.38
10.38
Revision 33kV Transmission Line
mm. Kg/m mm2 Kg 1/°C Kg / mm2
Double Circuit Suspension Tower for Medium Span " S-2S "
a b c d
Page No. 4
SA-RA ENERGY, CONSTRUCTION, TRADE&INDUSTRY CO.INC. Tower rating : Basic Span Line angle : Wind span NORMAL CONDITIONS-1 ; CONDUCTOR : Max weight span Weight of Conductor Weight of D. Susp. set
Min weight span Weight of Conductor Weight of S. Susp. set
EXTERNAL LOADS
= = =
150 0 210
Weight span ( Max. ) Weight span ( Min. )
= =
225 156
m. m.
VERTICAL LOADS (Max. Weight span) +15C
= =
= =
0.85 *
0.85 *
NORMAL CONDITIONS-1 ; CONDUCTOR :
Wind on Conductor Wind on D. Susp. set Angle pull
m. ° m.
225
= =
156
191 60 251
Kg
133 30 163
Kg
320 50 370
Kg
=
-
Kg
= = =
160 35 195
Kg
= =
TRANSVERSE LOADS (Max. Weight span) +15C
= = =
75.0 * 2 *
NORMAL CONDITIONS-1 ;
20.3 * 1.E-03 1.851 *
Sin
*
210
(
-
= = =
)
LONGITUDINAL LOADS (Max. Weight span) +15C
CONDUCTOR :
*
NORMAL CONDITION 1.1 , YAWED WIND OF 45° ;
-
TRANSVERSE LOADS
CONDUCTOR :
Wind load on Conductor
=
Wind on D. Susp. set Angle pull
= =
1.077 * { 0.5 * a1 * Sin ( 45 0.5 * a2 *Sin ( 45 0 )} * Cos (
1.594 +
1594 ) * Sin (
NORMAL CONDITION 1.1 , YAWED WIND OF 45° ; CONDUCTOR : Wind load on Conductor
=
Wind on D. Susp. set Angle pull
= =
1.594 -
0 0
) )
0
)
+
LONGITUDINAL LOADS
1.077 * { 0.5 * a1 * Sin ( 45 0.5 * a2 *Sin ( 45 0 )} * Sin (
+ (
1.594 ) * Cos
+ (
0 0
) )
(
0
)
= = =
35 35
Revision 33kV Transmission Line
Double Circuit Suspension Tower for Medium Span " S-2S "
a b c d
Kg
Page No. 5
SA-RA ENERGY, CONSTRUCTION, TRADE&INDUSTRY CO.INC. Tower rating : Basic Span Line angle : Wind span
EXTERNAL LOADS
= = =
150 0 210
NORMAL CONDITIONS-2 ;
m. ° m.
Weight span ( Max. ) Weight span ( Min. )
= =
225 156
m. m.
VERTICAL LOADS (Max. Weight span) with ice -5C
CONDUCTOR : Weight of Conductor Weight of D. Susp. set
= =
1.661 *
NORMAL CONDITIONS-2 ;
225
= =
374 60 434
Kg
-
Kg
-
Kg
TRANSVERSE LOADS (Max. Weight span) with ice -5C
CONDUCTOR :
Wind on Conductor Wind on D. Susp. set Angle pull
= = =
0.0 * 2 *
NORMAL CONDITIONS-2 ;
20.3 * 1.E-03 2.100 *
Sin
*
210
(
-
= = =
)
LONGITUDINAL LOADS (Max. Weight span) with ice -5C
CONDUCTOR :
=
NORMAL CONDITIONS-3 ;
VERTICAL LOADS (Max. Weight span) Max Wind +15C
CONDUCTOR : Weight of Conductor Weight of D. Susp. set
= =
NORMAL CONDITIONS-3 ;
0.85 *
225
= =
191 60 251
Kg
-
Kg
TRANSVERSE LOADS (Max. Weight span) Max wind Log. Direction
CONDUCTOR : Wind on Conductor Wind on D. Susp. set Angle pull
= = =
NORMAL CONDITIONS-3 ;
0.0 * 2 *
20.3 * 1.E-03 1.189 *
Sin
*
210
(
-
= = =
)
Long LOADS (Max. Weight span) Max wind Log. Direction
CONDUCTOR : %40(Trans.Wind on Conduc) Wind on D. Susp. set
= =
40% *
370
= =
128 20 148
Revision 33kV Transmission Line
Double Circuit Suspension Tower for Medium Span " S-2S "
a b c d
Kg Page No. 6
SA-RA ENERGY, CONSTRUCTION, TRADE&INDUSTRY CO.INC. Tower rating : Basic Span Line angle : Wind span
EXTERNAL LOADS
= = =
150 0 210
m. ° m.
Weight span ( Max. ) Weight span ( Min. )
STRINGING & MAINTENANCE CONDITIONS ;
= =
225 156
m. m.
VERTICAL LOADS EDS NO WIND
CONDUCTOR : Weight of Conductor = 0.85 * 225 Weight of D. Susp. set = Weight of Maintenance worker & Equipments Vertical Component of = 1085.7 / Tan ( 1 to 3 stringing pull
STRINGING & MAINTENANCE CONDITIONS ;
= = = =
72 ° )
191 50 100 353 694
Kg
-
Kg
-
Kg
TRANSVERSE LOADS EDS NO WIND
CONDUCTOR : Wind on Conductor Wind on D. Susp. set Angle pull
= = =
0.0 * 2 *
STRINGING & MAINTENANCE CONDITIONS ;
20.3 * 1.E-03 1.086 *
Sin
*
210
(
-
= = =
)
LONGITUDINAL LOADS EDS NO WIND
CONDUCTOR :
=
Revision 33kV Transmission Line
Double Circuit Suspension Tower for Medium Span " S-2S "
a b c d
Page No. 7
SA-RA ENERGY, CONSTRUCTION, TRADE&INDUSTRY CO.INC.
0 TYPE TOWER LOADING SCHEDULE
Double Circuit Suspension
0 ° angle of line deviation at FULL WIND SPAN
UNFACTORED LOADS IN ( Kg ) PHASE CONDUCTOR
Description
WIND
DESCRIPTION CASE
PRESSURE
TRANS.
LONG.
VERTICAL MAX. MIN.
ON TOWER
Kg / m2
15 °C TRANSVERSE
1
370
0
251
163
Normal condition 1 (SF= 1.5)
94
1.1
195
35
251
163
Normal condition 1.1 (SF= 1.5)
94
2
0
0
434
0
Normal condition 2 (SF= 1.5)
0
3
0
148
251
163
Normal condition 3 (SF= 1.5)
94
4
0
0
694
0
Normal condition 1 (SF= 1.5)
0
WIND 15 °C 45° WIND -5 °C No WIND ICE 15 °C Long wind (%40 strength) 23 °C No wind Stringing
DESIGN FACTORED LOADS :
The Unfactored loads shall be multiplied by the following Safety factors to establish the design loads on tower structure.
LOADS
LOADING CASES ; CASCADE & BROKEN WIRE, CONDITIONS
NORMAL LOADING VERTICAL, TRANSVERSE & LONGITUDINAL
1.50
TOWER SELF WEIGHT
1.10
1.00
Revision 33kV Transmission Line
Double Circuit Suspension Tower for Medium Span " S-2S "
Page No. 8
d
SA-RA ENERGY, CONSTRUCTION, TRADE&INDUSTRY CO.INC.
94 Kg/m2 Transverse Wind Pressure on Tower body
LOADING TREE FOR TOWER TYPE
370
Tower for Medium Span
370 251
251
370
370 251
251
370
370 251
251 d.w
NORMAL LOADING
; Transverse Wind at 15 °C, Max. weight span Case : 1 Factor of safety : 1.50 Notes : All loads are in ( Kg ) and the Factors of safety do not included
94 Kg/m2 Transverse Wind Pressure on Tower body
370
370 163
163
370
370 163
163
370
370 163
163 d.w
NORMAL LOADING ;
Transverse Wind at 15 °C, Min. weight span Case : 2 Factor of safety : 1.50 Notes : All loads are in ( Kg ) and the Factors of safety do not included Revision a 33kV Transmission Line Double Circuit Suspension b Tower for Medium Span c " S-2S "
Page No. 9
SA-RA ENERGY, CONSTRUCTION, TRADE&INDUSTRY CO.INC.
LOADING TREE FOR TOWER TYPE
Tower for Medium Span
195 94 Kg/m2 Yawed, 45 ° Wind Pressure on Tower body
35
195 251
35
195 35
195 251
35
195 35
251
251 195
251
35
251
d.w
NORMAL LOADING
; Yawed Wind of 45° , at 15 °C, Max. weight span Case : 3 Factor of safety : 1.50 Notes : All loads are in ( Kg ) and the Factors of safety do not included
195 94 Kg/m2 Yawed, 45 ° Wind Pressure on Tower body Min weight span
35
195 163
35
195 35
195 163
35
195 35
163
163 195
163
35
163
d.w
NORMAL LOADING ;
Yawed Wind of 45° , at 15 °C, Min. weight span Case : 4 Factor of safety : 1.50 Notes : All loads are in ( Kg ) and the Factors of safety do not included Revision
33kV Transmission Line
Double Circuit Suspension Tower for Medium Span " S-2S "
Page No. 10
SA-RA ENERGY, CONSTRUCTION, TRADE&INDUSTRY CO.INC.
LOADING TREE FOR TOWER TYPE
0 Kg/m2 Transverse Wind Pressure on Tower body
0
Tower for Medium Span
0 434
434
0
0 434
434
0
0 434
434 d.w
No wind ICE -50 C
;
Case : 5 Factor of safety : 1.50 Notes : All loads are in ( Kg ) and the Factors of safety do not included
94 Kg/m2 Long Wind Pressure on Tower body Max weight span
0 148
0 251
148
0 148
0 251
148
0 148
251
251 0
251
148
251
d.w
Max wind 150 C
;
Case : 6 40% Of Transferse load. Factor of safety : 1.50 Notes : All loads are in ( Kg ) and the Factors of safety do not included Revision 33kV Transmission Line
Double Circuit Suspension Tower for Medium Span " S-2S "
Page No. 11
SA-RA ENERGY, CONSTRUCTION, TRADE&INDUSTRY CO.INC.
94 Kg/m2 Long Wind Pressure on Tower body Min weight span
LOADING TREE FOR TOWER TYPE
Tower for Medium Span
0 148
163
148
148
163
148
163
163 0
148
163
148
163
d.w
Max wind 150 C
;
Case : 7 40% Of Transferse load. Factor of safety : 1.50 Notes : All loads are in ( Kg ) and the Factors of safety do not included
0 694
d.w
No wind 230 C
Stringing and Maint ; Case : 8 Factor of safety : 1.50 Notes : All loads are in ( Kg ) and the Factors of safety do not included Revision
33kV Transmission Line
Double Circuit Suspension Tower for Medium Span " S-2S "
Page No. 12
SA-RA ENERGY, CONSTRUCTION, TRADE&INDUSTRY CO.INC.
LOADING TREE FOR TOWER TYPE
94 Kg/m2 Transverse Wind Pressure on Tower body
Tower for Medium Span
370 251 370 251 370 251 d.w
NORMAL LOADING
; Transverse Wind at 15 °C, Max. weight span For one circuit Case : 9 Factor of safety : 1.50 Notes : All loads are in ( Kg ) and the Factors of safety do not included
94 Kg/m2 Transverse Wind Pressure on Tower body
370 163 370 163 370 163 d.w
NORMAL LOADING ;
Transverse Wind at 15 °C, Min. weight span Case : 10 Factor of safety : 1.50 Notes : All loads are in ( Kg ) and the Factors of safety do not included Revision
33kV Transmission Line
Double Circuit Suspension Tower for Medium Span " S-2S "
Page No. 13
SA-RA ENERGY, CONSTRUCTION, TRADE&INDUSTRY CO.INC.
LOADING TREE FOR TOWER TYPE
Tower for Medium Span
195 94 Kg/m2 Yawed, 45 ° Wind Pressure on Tower body
35
251 195
35
251 195
35
251
d.w
NORMAL LOADING
; Yawed Wind of 45° , at 15 °C, Max. weight span Case : 11 Factor of safety : 1.50 Notes : All loads are in ( Kg ) and the Factors of safety do not included
195 94 Kg/m2 Yawed, 45 ° Wind Pressure on Tower body Min weight span
35
163 195
35
163 195
35
163
d.w
NORMAL LOADING ;
Yawed Wind of 45° , at 15 °C, Min. weight span Case : 12 Factor of safety : 1.50 Notes : All loads are in ( Kg ) and the Factors of safety do not included Revision
33kV Transmission Line
Double Circuit Suspension Tower for Medium Span " S-2S "
Page No. 14
SA-RA ENERGY, CONSTRUCTION, TRADE&INDUSTRY CO.INC.
LOADING TREE FOR TOWER TYPE
0 Kg/m2 Transverse Wind Pressure on Tower body
Tower for Medium Span
0 434 0 434 0 434 d.w
No wind ICE -50 C
;
Case : 13 Factor of safety : 1.50 Notes : All loads are in ( Kg ) and the Factors of safety do not included
0 Kg/m2 Long Wind Pressure on Tower body Max weight span
0 148
251 0
148
251 0
148
251
d.w
Max wind 150 C
;
Case : 14 40% Of Transferse load. (max weight) Factor of safety : 1.50 Notes : All loads are in ( Kg ) and the Factors of safety do not included Revision 33kV Transmission Line
Double Circuit Suspension Tower for Medium Span " S-2S "
Page No. 15
SA-RA ENERGY, CONSTRUCTION, TRADE&INDUSTRY CO.INC.
LOADING TREE FOR TOWER TYPE
0 Kg/m2 Long Wind Pressure on Tower body Min weight span
148
Tower for Medium Span
163
148
163
148
163
d.w
Max wind 150 C
;
Case : 15 40% Of Transferse load. Min Weight Factor of safety : 1.50 Notes : All loads are in ( Kg ) and the Factors of safety do not included
0 694
d.w
No wind 230 C
Stringing and Maint ; Case : 16 Factor of safety : 1.50 Notes : All loads are in ( Kg ) and the Factors of safety do not included Revision
33kV Transmission Line
Double Circuit Suspension Tower for Medium Span " S-2S "
Page No. 16
SA-RA Energy
CALCULATION SHEET
Subject:
Wind Load Calculations
Project:
Prepared By: Date:
SA-RA Energy
Subject: Design of S-2S Type
CALCULATION SHEET
(+3 Body)
1
2
3
400
400
987
400
987
1492
5100
6930
5970
2.04
4.81
7.40
1 3 4 5 7 8 8s1 8s2 9 10 11 12 13 14 15 7 8 8s1 8s2 20 21 22 23 24 25 26 7 8 8s1 8s2
31 32 33 34 35 36 37 38 39 40 41 42 43 44
45 46 47 48 49 50 51 53 54 55 56
35 60 40 40 35 45 35 35 60 35 60 35 35 60 35 35 45 35 35 60 45 60 45 35 60 35 35 45 35 35
75 45 75 40 75 40 75 40 75 40 75 40 75 40
75 40 75 40 75 40 40 80 35 80 35
35 60 40 40 35 45 35 35 60 35 60 35 35 60 35 35 45 35 35 60 45 60 45 35 60 35 35 45 35 35
75 45 75 40 75 40 75 40 75 40 75 40 75 40
75 40 75 40 75 40 40 80 35 80 35
3 4 3 3 3 4 3 3 4 3 4 4 3 4 3 3 4 3 3 4 4 4 4 3 4 3 3 4 3 3
5 4 5 4 5 4 5 3 5 3 6 3 6 3
6 3 6 3 6 3 3 7 3 7 3
1 2 1 1 2 2 2 2 2 1 2 1 1 2 1 2 2 2 2 2 1 2 1 1 2 1 2 2 2 2
WIND PROJECTED AREA (m2) LENGTH (mm) 400 500 640 400 539 200 250 269 900 985 900 985 400 500 640 539 200 250 269 900 985 900 985 400 500 640 539 200 250 269
0.01 0.06 0.03 0.02 0.04 0.02 0.02 0.02 0.11 0.03 0.11 0.03 0.01 0.06 0.02 0.04 0.02 0.02 0.02 0.11 0.04 0.11 0.04 0.01 0.06 0.02 0.04 0.02 0.02 0.02
TOTAL AREA (m2) a
Dynamic Pressure Coefficient (c)
MEMBER SIZE
QUANTITY
WINWARD FACE MEMBER NO
Contour Area of Secton (m2) A
Section Height (mm)
Section Bottom Width (mm)
Section Top Width (mm)
WIND SECTION #
SS2 TOWER +3 BODY TRANSVERSE WIND LOAD CALCULATIONS ON TOWER BODY
94.0kgf/m² 922.1N/m²
1.17
1.59
0.00 Wind Load on Each Joint=Total AreaxWind Pressure/4= Wind Load on Each Joint=Total AreaxWind Pressure/4= 2 992 0.15 1 1085 0.05 2 992 0.15 1 1122 0.04 2 992 0.15 1 1164 0.05 2 992 0.15 1 1209 0.05 1.39 2.39 2 992 0.15 1 1259 0.05 2 992 0.15 1 1313 0.05 2 992 0.15 1 1369 0.05 0.00 0.00 Wind Load on Each Joint=Total AreaxWind Pressure/4= Wind Load on Each Joint=Total AreaxWind Pressure/4= 2 992 0.15 1 1428 0.06 2 992 0.15 1 1490 0.06 2 992 0.15 1 1553 0.06 1.44 2.66 1 1238 0.05 2 1503 0.24 2 1987 0.14 2 1503 0.24 2 2072 0.15 Wind Load on Each Joint=Total AreaxWind Pressure/4= Wind Load on Each Joint=Total AreaxWind Pressure/4=
Project: 33kV Double Circuit Medium Span Towers
Prepared By: Date:
WIND PRESSURE
43.8kgf 430.0N
94.0kgf/m² 922.1N/m²
78.0kgf 765.1N
94.0kgf/m² 922.1N/m² 89.8kgf 881.3N
WIND LOAD CALCULATION Page 1/2
Subject: Design of S-2S Type
TOTAL AREA (m2) a
Dynamic Pressure Coefficient (c)
QUANTITY
MEMBER SIZE
WIND PROJECTED AREA (m2) LENGTH (mm)
WIND PRESSURE
Dynamic Pressure Coefficient (c)
(+3 Body)
WINWARD FACE MEMBER NO
Contour Area of Secton (m2) A
Section Height (mm)
CALCULATION SHEET
Section Bottom Width (mm)
Section Top Width (mm)
WIND SECTION #
SA-RA Energy
WIND PRESSURE
1
2
3
400
400
987
400
987
1492
5100
6930
5970
2.04
4.81
7.40
1 3 4 5 7 8 8s1 8s2 9 10 11 12 13 14 15 7 8 8s1 8s2 20 21 22 23 24 25 26 7 8 8s1 8s2
31 32 33 34 35 36 37 38 39 40 41 42 43 44
45 46 47 48 49 50 51 53 54 55 56
MEMBER SIZE
35 60 35 35 35 45 35 35 60 35 60 35 35 60 35 35 45 35 35 60 45 60 45 35 60 35 35 45 35 35
75 45 75 40 75 40 75 40 75 40 75 40 75 40
75 40 75 40 75 40 40 80 35 80 35
35 60 35 35 35 45 35 35 60 35 60 35 35 60 35 35 45 35 35 60 45 60 45 35 60 35 35 45 35 35
75 45 75 40 75 40 75 40 75 40 75 40 75 40
75 40 75 40 75 40 40 80 35 80 35
3 4 3 3 3 4 3 3 4 3 4 4 3 4 3 3 4 3 3 4 4 4 4 3 4 3 3 4 3 3
5 4 5 4 5 4 5 3 5 3 6 3 6 3
6 3 6 3 6 3 3 7 3 7 3
QUANTITY
WINWARD FACE MEMBER NO
Contour Area of Secton (m2) A
Section Height (mm)
Section Bottom Width (mm)
Section Top Width (mm)
WIND SECTION #
SS2 TOWER +3 BODY YAWE WIND LOAD CALCULATIONS ON TOWER BODY
1 2 1 1 2 2 2 2 2 1 2 1 1 2 1 2 2 2 2 2 1 2 1 1 2 1 2 2 2 2
WIND PROJECTED AREA (m2) LENGTH (mm) 400 500 640 400 539 200 250 269 900 985 900 985 400 500 640 539 200 250 269 900 985 900 985 400 500 640 539 200 250 269
0.01 0.06 0.02 0.01 0.04 0.02 0.02 0.02 0.11 0.03 0.11 0.03 0.01 0.06 0.02 0.04 0.02 0.02 0.02 0.11 0.04 0.11 0.04 0.01 0.06 0.02 0.04 0.02 0.02 0.02
TOTAL AREA (m2) a
66.5kgf/m² 652.4N/m²
1.17
1.60
0.00 Wind Load on Each Joint=Total AreaxWind Pressure/4= Wind Load on Each Joint=Total AreaxWind Pressure/4= 2 992 0.15 1 1085 0.05 2 992 0.15 1 1122 0.04 2 992 0.15 1 1164 0.05 2 992 0.15 1 1209 0.05 1.39 2.39 2 992 0.15 1 1259 0.05 2 992 0.15 1 1313 0.05 2 992 0.15 1 1369 0.05 0.00 0.00 Wind Load on Each Joint=Total AreaxWind Pressure/4= Wind Load on Each Joint=Total AreaxWind Pressure/4= 2 992 0.15 1 1428 0.06 2 992 0.15 1 1490 0.06 2 992 0.15 1 1553 0.06 1.44 2.66 1 1238 0.05 2 1503 0.24 2 1987 0.14 2 1503 0.24 2 2072 0.15 Wind Load on Each Joint=Total AreaxWind Pressure/4= Wind Load on Each Joint=Total AreaxWind Pressure/4=
Project: 33kV Double Circuit Medium Span Towers
Prepared By: Date:
31.0kgf 304.2N
66.5kgf/m² 652.4N/m²
55.2kgf 541.3N
66.5kgf/m² 652.4N/m² 63.6kgf 623.5N
WIND LOAD CALCULATION Page 2/2
SA-RA Energy
Subject: Design of S-2S Type
CALCULATION SHEET
(+3 Body)
1
2
3
3200
400
987
3200
987
1492
5100
6930
5970
16.32
4.81
7.40
1 3 4 5 7 8 8s1 8s2 9 10 11 12 13 14 15 7 8 8s1 8s2 20 21 22 23 24 25 26 7 8 8s1 8s2
31 32 33 34 35 36 37 38 39 40 41 42 43 44
45 46 47 48 49 50 51 53 54 55 56
35 60 40 40 35 45 35 35 60 35 60 35 35 60 35 35 45 35 35 60 45 60 45 35 60 35 35 45 35 35
75 45 75 40 75 40 75 40 75 40 75 40 75 40
75 40 75 40 75 40 40 80 35 80 35
35 60 40 40 35 45 35 35 60 35 60 35 35 60 35 35 45 35 35 60 45 60 45 35 60 35 35 45 35 35
75 45 75 40 75 40 75 40 75 40 75 40 75 40
75 40 75 40 75 40 40 80 35 80 35
3 4 3 3 3 4 3 3 4 3 4 4 3 4 3 3 4 3 3 4 4 4 4 3 4 3 3 4 3 3
5 4 5 4 5 4 5 3 5 3 6 3 6 3
6 3 6 3 6 3 3 7 3 7 3
WIND PROJECTED AREA (m2) LENGTH (mm)
1 2 1 1 2 2 2 2 2 1 2 1 1 2 1 2 2 2 2 2 1 2 1 1 2 1 2 2 2 2
2 1 2 1 2 1 2 1 2 1 2 1 2 1
2 1 2 1 2 1 1 2 2 2 2
400 500 640 400 1487 1600 743 250 900 985 900 985 400 500 640 1487 1600 743 250 900 985 900 985 400 500 640 1487 1600 743 250
0.01 0.06 0.03 0.02 0.10 0.14 0.05 0.02 0.11 0.03 0.11 0.03 0.01 0.06 0.02 0.10 0.14 0.05 0.02 0.11 0.04 0.11 0.04 0.01 0.06 0.02 0.10 0.14 0.05 0.02
TOTAL AREA (m2) a
Dynamic Pressure Coefficient (c)
MEMBER SIZE
QUANTITY
WINWARD FACE MEMBER NO
Contour Area of Secton (m2) A
Section Height (mm)
Section Bottom Width (mm)
Section Top Width (mm)
WIND SECTION #
SS2 TOWER +3 BODY LONG WIND LOAD CALCULATIONS ON TOWER BODY
WIND PRESSURE
94.0kgf/m² 922.1N/m²
1.85
2.88
0.00 Wind Load on Each Joint=Total AreaxWind Pressure/4= Wind Load on Each Joint=Total AreaxWind Pressure/4= 992 0.15 1085 0.05 992 0.15 1122 0.04 992 0.15 1164 0.05 992 0.15 1209 0.05 1.39 2.39 992 0.15 1259 0.05 992 0.15 1313 0.05 992 0.15 1369 0.05 0.00 0.00 Wind Load on Each Joint=Total AreaxWind Pressure/4= Wind Load on Each Joint=Total AreaxWind Pressure/4= 992 0.15 1428 0.06 992 0.15 1490 0.06 992 0.15 1553 0.06 1.44 2.66 1238 0.05 1503 0.24 1987 0.14 1503 0.24 2072 0.15 Wind Load on Each Joint=Total AreaxWind Pressure/4= Wind Load on Each Joint=Total AreaxWind Pressure/4=
Project: 33kV Double Circuit Medium Span Towers
Prepared By: Date:
125.4kgf 1229.9N
94.0kgf/m² 922.1N/m²
78.0kgf 765.1N
94.0kgf/m² 922.1N/m² 89.8kgf 881.3N
WIND LOAD CALCULATION Page 1/2
Subject: Design of S-2S Type
TOTAL AREA (m2) a
Dynamic Pressure Coefficient (c)
QUANTITY
MEMBER SIZE
WIND PROJECTED AREA (m2) LENGTH (mm)
WIND PRESSURE
Dynamic Pressure Coefficient (c)
(+3 Body)
WINWARD FACE MEMBER NO
Contour Area of Secton (m2) A
Section Height (mm)
CALCULATION SHEET
Section Bottom Width (mm)
Section Top Width (mm)
WIND SECTION #
SA-RA Energy
WIND PRESSURE
1
2
3
3200
400
987
3200
987
1492
5100
6930
5970
16.32
4.81
7.40
1 3 4 5 7 8 8s1 8s2 9 10 11 12 13 14 15 7 8 8s1 8s2 20 21 22 23 24 25 26 7 8 8s1 8s2
31 32 33 34 35 36 37 38 39 40 41 42 43 44
45 46 47 48 49 50 51 53 54 55 56
MEMBER SIZE
35 60 35 35 35 45 35 35 60 35 60 35 35 60 35 35 45 35 35 60 45 60 45 35 60 35 35 45 35 35
75 45 75 40 75 40 75 40 75 40 75 40 75 40
75 40 75 40 75 40 40 80 35 80 35
35 60 35 35 35 45 35 35 60 35 60 35 35 60 35 35 45 35 35 60 45 60 45 35 60 35 35 45 35 35
75 45 75 40 75 40 75 40 75 40 75 40 75 40
75 40 75 40 75 40 40 80 35 80 35
3 4 3 3 3 4 3 3 4 3 4 4 3 4 3 3 4 3 3 4 4 4 4 3 4 3 3 4 3 3
5 4 5 4 5 4 5 3 5 3 6 3 6 3
6 3 6 3 6 3 3 7 3 7 3
QUANTITY
WINWARD FACE MEMBER NO
Contour Area of Secton (m2) A
Section Height (mm)
Section Bottom Width (mm)
Section Top Width (mm)
WIND SECTION #
SS2 TOWER +3 BODY YAWE WIND LOAD CALCULATIONS ON TOWER BODY
WIND PROJECTED AREA (m2) LENGTH (mm)
1 2 1 1 2 2 2 2 2 1 2 1 1 2 1 2 2 2 2 2 1 2 1 1 2 1 2 2 2 2
2 1 2 1 2 1 2 1 2 1 2 1 2 1
2 1 2 1 2 1 1 2 2 2 2
400 500 640 400 1487 1600 743 250 900 985 900 985 400 500 640 1487 1600 743 250 900 985 900 985 400 500 640 1487 1600 743 250
0.01 0.06 0.02 0.01 0.10 0.14 0.05 0.02 0.11 0.03 0.11 0.03 0.01 0.06 0.02 0.10 0.14 0.05 0.02 0.11 0.04 0.11 0.04 0.01 0.06 0.02 0.10 0.14 0.05 0.02
TOTAL AREA (m2) a
66.5kgf/m² 652.4N/m²
1.85
2.88
0.00 Wind Load on Each Joint=Total AreaxWind Pressure/4= Wind Load on Each Joint=Total AreaxWind Pressure/4= 992 0.15 1085 0.05 992 0.15 1122 0.04 992 0.15 1164 0.05 992 0.15 1209 0.05 1.39 2.39 992 0.15 1259 0.05 992 0.15 1313 0.05 992 0.15 1369 0.05 0.00 0.00 Wind Load on Each Joint=Total AreaxWind Pressure/4= Wind Load on Each Joint=Total AreaxWind Pressure/4= 992 0.15 1428 0.06 992 0.15 1490 0.06 992 0.15 1553 0.06 1.44 2.66 1238 0.05 1503 0.24 1987 0.14 1503 0.24 2072 0.15 Wind Load on Each Joint=Total AreaxWind Pressure/4= Wind Load on Each Joint=Total AreaxWind Pressure/4=
Project: 33kV Double Circuit Medium Span Towers
Prepared By: Date:
88.5kgf 867.9N
66.5kgf/m² 652.4N/m²
55.2kgf 541.3N
66.5kgf/m² 652.4N/m² 63.6kgf 623.5N
WIND LOAD CALCULATION Page 2/2
SA-RA Energy
CALCULATION SHEET
Subject:
Joint & Member Description Drawing
Project:
Prepared By: Date:
SA-RA Energy
CALCULATION SHEET
Subject:
Summary of Analysis Results
Project:
Prepared By: Date:
SA-RA Energy Project Name : Project Notes: by : Licensed to :
CALCULATION SHEET
Subject: Design of S-2S Type Tower
S-2S Type Suspension Tower 33kV, Double Circuit, Medium Span, ACSR 210/35 Tower Version 5.017 SA-RA
Successfully performed linear analysis *** Analysis Results: Maximum element utilization is 96.79% for Angle "8Y" in load case "CASE 1" Summary of Joint Support Reactions For All Loadcases: LoadCase
Joint Label
Long. Tran. Vert. Shear Tran. Long. Vert. Bending Force Force Force Force Moment Moment Moment Moment (kN) (kN) (kN) (kN) (kN-m) (kN-m) (kN-m) (kN-m) -----------------------------------------------------------------------------------------------------------CASE 1 1P -9.14 -11.57 207.14 14.74 0.22 -0.44 -0.02 0.49 CASE 1 1X 8.35 -10.97 -189.36 13.79 0.17 0.42 -0.01 0.46 CASE 1 1XY -8.36 -10.80 -189.32 13.66 0.18 -0.40 0.02 0.44 CASE 1 1Y 9.15 -11.76 207.04 14.90 0.21 0.46 0.02 0.51 CASE 2 1P -9.06 -11.49 205.19 14.63 0.22 -0.43 -0.02 0.48 CASE 2 1X 8.44 -11.06 -191.29 13.91 0.18 0.43 -0.01 0.46 CASE 2 1XY -8.45 -10.88 -191.27 13.77 0.19 -0.40 0.02 0.45 CASE 2 1Y 9.06 -11.68 205.11 14.78 0.20 0.46 0.02 0.50 CASE 3 1P -9.13 -9.34 174.87 13.06 0.26 -0.31 -0.00 0.41 CASE 3 1X 0.70 -3.67 -45.80 3.73 -0.02 0.16 -0.01 0.16 CASE 3 1XY -8.36 -8.56 -157.05 11.96 0.22 -0.28 0.01 0.35 CASE 3 1Y 1.50 -4.46 63.48 4.70 0.01 0.19 0.01 0.20 CASE 4 1P -9.05 -9.25 172.92 12.94 0.25 -0.31 -0.00 0.40 CASE 4 1X 0.79 -3.75 -47.73 3.83 -0.02 0.16 -0.01 0.16 CASE 4 1XY -8.44 -8.65 -159.01 12.08 0.22 -0.28 0.01 0.36 CASE 4 1Y 1.41 -4.37 61.55 4.60 0.01 0.19 0.01 0.19 CASE 5 1P -0.56 -0.56 12.97 0.79 0.03 -0.03 0.00 0.04 CASE 5 1X -0.58 0.57 12.86 0.81 -0.03 -0.03 0.00 0.04 CASE 5 1XY 0.56 0.56 12.97 0.79 -0.03 0.03 0.00 0.04 CASE 5 1Y 0.58 -0.57 12.86 0.81 0.03 0.03 0.00 0.04 CASE 6 1P -7.94 -5.77 130.05 9.82 0.29 -0.15 0.01 0.32 CASE 6 1X -7.82 5.78 130.00 9.73 -0.27 -0.16 -0.01 0.31 CASE 6 1XY -7.17 -5.00 -112.23 8.74 0.25 -0.11 -0.01 0.27 CASE 6 1Y -7.02 4.99 -112.32 8.62 -0.23 -0.12 0.01 0.26 CASE 7 1P -7.86 -5.69 128.10 9.70 0.28 -0.14 0.01 0.32 CASE 7 1X -7.73 5.70 128.07 9.61 -0.27 -0.15 -0.01 0.31 CASE 7 1XY -7.25 -5.08 -114.19 8.85 0.25 -0.11 -0.01 0.28 CASE 7 1Y -7.11 5.08 -114.25 8.74 -0.24 -0.12 0.01 0.27 CASE 8 1P -0.48 -0.27 11.37 0.55 0.01 -0.02 -0.00 0.03 CASE 8 1X -0.04 0.28 0.41 0.28 -0.01 0.00 -0.00 0.01 Project: 33kV Double Circuit Medium Span Towers
Prepared By: SA-RA Project Department Date: 30.05.06
SUMMARY of ANALYSIS RESULTS Page 1/5
SA-RA Energy CASE 8 CASE 8 CASE 9 CASE 9 CASE 9 CASE 9 CASE 10 CASE 10 CASE 10 CASE 10 CASE 11 CASE 11 CASE 11 CASE 11 CASE 12 CASE 12 CASE 12 CASE 12 CASE 13 CASE 13 CASE 13 CASE 13 CASE 14 CASE 14 CASE 14 CASE 14 CASE 15 CASE 15 CASE 15 CASE 15 CASE 16 CASE 16 CASE 16 CASE 16
CALCULATION SHEET 1XY 1Y 1P 1X 1XY 1Y 1P 1X 1XY 1Y 1P 1X 1XY 1Y 1P 1X 1XY 1Y 1P 1X 1XY 1Y 1P 1X 1XY 1Y 1P 1X 1XY 1Y 1P 1X 1XY 1Y
0.04 0.49 -5.63 5.09 -5.09 5.64 -5.51 5.05 -5.05 5.51 -7.36 -0.07 -6.00 -0.30 -7.24 -0.11 -5.96 -0.43 -0.77 0.05 -0.06 0.78 -3.89 -0.01 0.12 -2.76 -3.77 -0.05 0.17 -2.88 -0.48 -0.04 0.04 0.49
0.25 -0.25 -7.41 -6.97 -6.87 -7.52 -7.37 -7.02 -6.91 -7.48 -6.37 -1.55 -6.60 -2.91 -6.32 -1.60 -6.63 -2.87 -0.38 0.38 0.33 -0.34 -0.11 3.45 -2.81 -0.52 -0.07 3.40 -2.85 -0.48 -0.27 0.28 0.25 -0.25
0.42 11.35 127.20 -114.97 -114.96 127.15 124.14 -113.85 -113.86 124.11 126.35 -18.54 -114.16 30.76 123.29 -17.42 -113.05 27.72 18.42 -2.17 -2.12 18.36 45.20 33.48 -33.14 -21.12 42.14 34.59 -32.03 -24.17 11.37 0.41 0.42 11.35
0.25 0.55 9.31 8.63 8.55 9.40 9.20 8.65 8.56 9.29 9.74 1.55 8.92 2.92 9.61 1.60 8.92 2.90 0.86 0.39 0.34 0.85 3.89 3.45 2.82 2.80 3.77 3.40 2.86 2.92 0.55 0.28 0.25 0.55
-0.01 0.01 0.14 0.11 0.12 0.13 0.14 0.11 0.12 0.13 0.18 -0.04 0.18 -0.00 0.18 -0.04 0.18 -0.00 0.01 -0.02 -0.02 0.02 0.04 -0.12 0.10 -0.02 0.04 -0.12 0.11 -0.02 0.01 -0.01 -0.01 0.01
-0.00 0.03 -0.27 0.26 -0.24 0.28 -0.26 0.25 -0.24 0.27 -0.23 0.09 -0.19 0.10 -0.22 0.09 -0.19 0.09 -0.04 0.01 -0.01 0.04 -0.09 0.02 0.01 -0.04 -0.08 0.01 0.01 -0.05 -0.02 0.00 -0.00 0.03
Subject: Design of S-2S Type Tower 0.00 0.00 -0.01 -0.01 0.01 0.01 -0.01 -0.01 0.01 0.01 0.02 0.02 0.03 0.03 0.02 0.02 0.03 0.03 -0.00 -0.00 0.00 0.00 0.11 0.10 0.10 0.11 0.11 0.10 0.10 0.11 -0.00 -0.00 0.00 0.00
0.01 0.03 0.30 0.28 0.27 0.31 0.29 0.28 0.27 0.30 0.30 0.10 0.26 0.10 0.29 0.10 0.26 0.09 0.04 0.02 0.02 0.05 0.10 0.12 0.10 0.05 0.09 0.12 0.11 0.06 0.03 0.01 0.01 0.03
*** Overall summary for all load cases - Usage = Maximum Stress / Allowable Stress Group Summary (Compression Portion): Group Label
Group Desc.
Angle Steel Size Strength
Max Max Comp. Comp. Comp. L/R Conn. Conn. RLX RLY RLZ L/R Curve No. Of Usage Use In Control Force Control Capacity Shear Bearing No. Bolts Comp. Member Load Case Capacity Capacity (MPa) % % (kN) (kN) (kN) (kN) -----------------------------------------------------------------------------------------------------------------------------------------------------53 LEG L80*80*7 355.0 86.31 84.78 2Y -195.181 CASE 1 230.218 965.104 631.680 1.000 1.000 1.000 95.71 1 8 55 LEG L80*80*7 355.0 90.22 88.84 1P -204.530 CASE 1 230.218 965.104 631.680 1.000 1.000 1.000 95.71 1 8 49 LEG L75*75*6 355.0 92.53 92.53 3P -192.557 CASE 1 208.091 723.828 406.080 2.000 1.000 1.000 87.00 1 6 47 LEG L75*75*6 355.0 90.68 90.68 4Y -188.694 CASE 1 208.091 723.828 406.080 2.000 1.000 1.000 87.00 1 6 Project: 33kV Double Circuit Medium Span Towers
Prepared By: SA-RA Project Department Date: 30.05.06
SUMMARY of ANALYSIS RESULTS Page 2/5
SA-RA Energy 45 43 41 39 37 35 33 31 25 22 20 14 11 9 3 56 54 50 48 46 44 42 40 38 36 34 32 26 23 21 15 12 10 4 7 8 51 27 24 16 13 5 1 52 28 17 6 2
LEG LEG LEG LEG LEG LEG LEG LEG LEG LEG LEG LEG LEG LEG LEG Z-BRC Z-BRC Z-BRC Z-BRC Z-BRC Z-BRC Z-BRC Z-BRC Z-BRC Z-BRC Z-BRC Z-BRC Z-BRC Z-BRC Z-BRC Z-BRC Z-BRC Z-BRC Z-BRC ARMT ARMB HRZ HRZ HRZ HRZ HRZ HRZ HRZ S-HRZ S-HRZ S-HRZ S-HRZ S-HRZ
L75*75*6 L75*75*6 L75*75*6 L75*75*5 L75*75*5 L75*75*5 L75*75*5 L75*75*5 L60*60*4 L60*60*4 L60*60*4 L60*60*4 L60*60*4 L60*60*4 L60*60*4 L35*35*3 L35*35*3 L40*40*3 L40*40*3 L40*40*3 L40*40*3 L40*40*3 L40*40*4 L40*40*3 L40*40*4 L40*40*4 L45*45*4 L45*45*4 L40*40*4 L40*40*4 L35*35*3 L35*35*3 L35*35*3 L40*40*3 L35*35*3 L45*45*4 L40*40*3 L35*35*3 L35*35*3 L35*35*3 L35*35*3 L35*35*3 L35*35*3 L40*40*3 L35*35*3 L35*35*3 L35*35*3 L35*35*3
CALCULATION SHEET 355.0 355.0 355.0 355.0 355.0 355.0 355.0 355.0 355.0 355.0 355.0 355.0 355.0 355.0 355.0 275.0 275.0 275.0 275.0 275.0 275.0 275.0 275.0 275.0 275.0 275.0 355.0 275.0 355.0 355.0 275.0 275.0 275.0 355.0 275.0 275.0 355.0 275.0 275.0 275.0 275.0 275.0 275.0 275.0 275.0 275.0 275.0 275.0
Project: 33kV Double Circuit Medium Span Towers
88.64 86.10 83.08 96.79 91.98 87.20 80.90 72.81 80.60 93.18 65.45 24.27 27.42 24.16 15.02 25.23 27.61 52.65 49.19 54.85 54.30 60.84 42.75 73.54 62.30 79.58 90.52 68.83 87.19 86.90 62.07 66.01 65.73 88.60 71.16 50.34 11.87 46.09 42.87 39.44 41.70 55.79 59.69 5.39 21.28 13.10 13.46 10.85
88.64 86.10 83.08 96.79 91.98 87.20 80.90 72.81 71.25 93.18 65.45 23.77 27.42 24.16 15.02 25.23 27.61 52.65 49.19 54.85 54.30 60.84 42.75 73.54 40.64 79.58 60.95 68.83 87.19 86.90 62.07 66.01 65.73 88.60 15.31 50.34 11.87 46.09 10.16 39.44 5.38 55.79 14.82 0.00 21.28 9.75 13.46 0.00
5P 6Y 7P 8Y 9P 10Y 11P 12Y 13P 14Y 15P 16Y 17P 18Y 19P 56-1Y 54-1P 18-1P 19-1P 20-1P 21-1P 22-1P 23-1P 24-1P 25-1P 26-1P 27-1P 28-2P 29-1P 30-2P 31-1P 32-2P 33-1P 34-2P BTX TBY 51-LX 35-TP 36-LX 37-TP 38-LX 39-TP 40-LP
-184.445 -179.168 -172.885 -165.405 -157.188 -149.018 -138.245 -124.420 -104.585 -88.625 -62.252 -34.895 -26.083 -22.975 -22.053 -4.510 -5.369 -6.349 -6.449 -7.823 -8.428 -10.273 -10.280 -14.630 -11.450 -23.492 -20.626 -20.317 -29.503 -29.408 -13.742 -13.062 -13.008 -22.486 -3.391 -14.861 -2.254 -10.205 -2.249 -8.732 -1.192 -12.352 -3.281 0.000 42P -4.712 45P -2.159 46P -2.979 0.000
CASE 1 CASE 1 CASE 1 CASE 1 CASE 1 CASE 1 CASE 1 CASE 1 CASE 1 CASE 1 CASE 1 CASE 1 CASE 1 CASE 8 CASE 8 CASE 2 CASE 1 CASE 14 CASE 1 CASE 14 CASE 1 CASE 14 CASE 1 CASE 14 CASE 1 CASE 14 CASE 1 CASE 1 CASE 1 CASE 1 CASE 13 CASE 2 CASE 1 CASE 8 CASE 14 CASE 8 CASE 2 CASE 6 CASE 1 CASE 6 CASE 5 CASE 8 CASE 8 CASE 14 CASE 5 CASE 14
208.091 208.091 208.091 170.891 170.891 170.891 170.891 170.891 146.790 95.116 95.116 146.790 95.116 95.116 146.790 17.878 19.448 12.059 13.111 14.264 15.522 16.885 24.046 19.893 28.176 30.306 46.721 65.854 39.311 39.311 34.367 19.789 19.789 46.276 22.303 60.913 18.982 40.948 40.948 40.948 40.948 40.948 40.948 0.000 41.859 41.859 41.859 0.000
Subject: Design of S-2S Type Tower 723.828 723.828 723.828 723.828 723.828 723.828 723.828 723.828 482.552 482.552 482.552 482.552 482.552 482.552 482.552 33.929 33.929 33.929 33.929 33.929 33.929 33.929 33.929 33.929 33.929 33.929 33.929 33.929 33.929 33.929 33.929 33.929 33.929 33.929 33.929 33.929 33.929 33.929 33.929 33.929 33.929 33.929 33.929 0.000 33.929 33.929 33.929 0.000
Prepared By: SA-RA Project Department Date: 30.05.06
406.080 406.080 406.080 338.400 338.400 338.400 338.400 338.400 180.480 180.480 180.480 180.480 180.480 180.480 180.480 22.140 22.140 22.140 22.140 22.140 22.140 22.140 29.520 22.140 29.520 29.520 33.840 29.520 33.840 33.840 22.140 22.140 22.140 25.380 22.140 29.520 25.380 22.140 22.140 22.140 22.140 22.140 22.140 0.000 22.140 22.140 22.140 0.000
2.000 2.000 2.000 2.000 2.000 2.000 2.000 2.000 1.000 2.000 2.000 1.000 2.000 2.000 1.000 0.500 0.500 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 0.500 0.500 1.000 1.000 1.000 1.000 1.000 1.000 1.000 0.000 0.500 0.500 0.500 0.000
1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 0.760 0.760 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 0.000 1.000 1.000 1.000 0.000
1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 0.500 0.500 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 0.500 0.500 1.000 1.000 1.000 1.000 1.000 1.000 1.000 0.000 0.500 0.500 0.500 0.000
87.00 87.00 87.00 86.62 86.62 86.62 86.62 86.62 42.37 98.36 98.36 42.37 98.36 98.36 42.37 152.38 146.10 199.14 190.98 183.10 175.52 168.29 161.45 155.05 149.15 143.81 123.29 72.76 126.27 126.27 94.16 144.84 144.84 82.09 141.51 103.99 158.72 58.82 58.82 58.82 58.82 58.82 58.82 0.00 53.37 53.37 53.37 0.00
1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 4 4 4 4 4 4 4 4 4 4 4 4 3 4 4 3 4 4 3 5 1 4 3 3 3 3 3 3 0 3 3 3 0
6 6 6 6 6 6 6 6 4 4 4 4 4 4 4 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 1 1 1 0 1 1 1 0
SUMMARY of ANALYSIS RESULTS Page 3/5
SA-RA Energy
CALCULATION SHEET
Subject: Design of S-2S Type Tower
Group Summary (Tension Portion): Group Label
Group Desc.
Angle Steel Size Strength
Max Max Tension Tension Tension Net Conn. Conn. Conn.No. Of Usage Use In Control Force Control Section Shear Bearing Rupture Bolts Tens. Member Load Case Capacity Capacity Capacity Capacity (MPa) % % (kN) (kN) (kN) (kN) (kN) -----------------------------------------------------------------------------------------------------------------------------------53 LEG L80*80*7 355.0 86.31 86.31 2X 180.769 CASE 2 209.450 965.104 631.680 0.000 8 55 LEG L80*80*7 355.0 90.22 90.22 1XY 188.959 CASE 2 209.450 965.104 631.680 0.000 8 49 LEG L75*75*6 355.0 92.53 89.68 3XY 178.287 CASE 2 198.800 723.828 406.080 0.000 6 47 LEG L75*75*6 355.0 90.68 88.05 4X 175.035 CASE 2 198.800 723.828 406.080 0.000 6 45 LEG L75*75*6 355.0 88.64 85.97 5XY 170.900 CASE 2 198.800 723.828 406.080 0.000 6 43 LEG L75*75*6 355.0 86.10 83.55 6X 166.089 CASE 2 198.800 723.828 406.080 0.000 6 41 LEG L75*75*6 355.0 83.08 80.53 7XY 160.101 CASE 2 198.800 723.828 406.080 0.000 6 39 LEG L75*75*5 355.0 96.79 90.95 8X 152.888 CASE 2 168.093 723.828 338.400 0.000 6 37 LEG L75*75*5 355.0 91.98 86.36 9XY 145.157 CASE 2 168.093 723.828 338.400 0.000 6 35 LEG L75*75*5 355.0 87.20 81.43 10X 136.885 CASE 2 168.093 723.828 338.400 0.000 6 33 LEG L75*75*5 355.0 80.90 75.58 11XY 127.038 CASE 2 168.093 723.828 338.400 0.000 6 31 LEG L75*75*5 355.0 72.81 67.13 12X 112.845 CASE 2 168.093 723.828 338.400 0.000 6 25 LEG L60*60*4 355.0 80.60 80.60 13XY 94.705 CASE 2 117.505 482.552 180.480 0.000 4 22 LEG L60*60*4 355.0 93.18 69.47 14X 81.629 CASE 2 117.505 482.552 180.480 0.000 4 20 LEG L60*60*4 355.0 65.45 46.45 15XY 54.586 CASE 2 117.505 482.552 180.480 0.000 4 14 LEG L60*60*4 355.0 24.27 24.27 16X 28.519 CASE 2 117.505 482.552 180.480 0.000 4 11 LEG L60*60*4 355.0 27.42 19.13 17XY 22.478 CASE 2 117.505 482.552 180.480 0.000 4 9 LEG L60*60*4 355.0 24.16 14.76 18X 17.342 CASE 8 117.505 482.552 180.480 0.000 4 3 LEG L60*60*4 355.0 15.02 14.81 19XY 17.398 CASE 8 117.505 482.552 180.480 0.000 4 56 Z-BRC L35*35*3 275.0 25.23 20.28 56-1X 4.489 CASE 1 40.466 33.929 22.140 0.000 1 54 Z-BRC L35*35*3 275.0 27.61 23.51 54-1XY 5.205 CASE 2 40.466 33.929 22.140 0.000 1 50 Z-BRC L40*40*3 275.0 52.65 26.11 18-1P 5.780 CASE 2 48.139 33.929 22.140 0.000 1 48 Z-BRC L40*40*3 275.0 49.19 31.21 19-1P 6.910 CASE 14 48.139 33.929 22.140 0.000 1 46 Z-BRC L40*40*3 275.0 54.85 32.55 20-1P 7.207 CASE 1 48.139 33.929 22.140 0.000 1 44 Z-BRC L40*40*3 275.0 54.30 40.21 21-1P 8.902 CASE 14 48.139 33.929 22.140 0.000 1 42 Z-BRC L40*40*3 275.0 60.84 43.87 22-1P 9.713 CASE 1 48.139 33.929 22.140 0.000 1 40 Z-BRC L40*40*4 275.0 42.75 40.75 23-1P 12.029 CASE 14 62.865 33.929 29.520 0.000 1 38 Z-BRC L40*40*3 275.0 73.54 46.51 24-1P 10.298 CASE 1 48.139 33.929 22.140 0.000 1 36 Z-BRC L40*40*4 275.0 62.30 62.30 25-1P 18.391 CASE 14 62.865 33.929 29.520 0.000 1 34 Z-BRC L40*40*4 275.0 79.58 49.81 26-1P 14.704 CASE 1 62.865 33.929 29.520 0.000 1 32 Z-BRC L45*45*4 355.0 90.52 90.52 27-3P 30.631 CASE 15 94.252 33.929 33.840 0.000 1 26 Z-BRC L45*45*4 275.0 68.83 63.41 28-1P 18.718 CASE 2 73.013 33.929 29.520 0.000 1 23 Z-BRC L40*40*4 355.0 87.19 86.79 29-2P 29.370 CASE 2 81.153 33.929 33.840 0.000 1 21 Z-BRC L40*40*4 355.0 86.90 86.25 30-1P 29.189 CASE 2 81.153 33.929 33.840 0.000 1 15 Z-BRC L35*35*3 275.0 62.07 58.40 31-2P 12.930 CASE 13 40.466 33.929 22.140 0.000 1 12 Z-BRC L35*35*3 275.0 66.01 58.95 32-1P 13.052 CASE 1 40.466 33.929 22.140 0.000 1 10 Z-BRC L35*35*3 275.0 65.73 58.00 33-2P 12.841 CASE 2 40.466 33.929 22.140 0.000 1 4 Z-BRC L40*40*3 355.0 88.60 85.78 34-1P 21.772 CASE 8 62.143 33.929 25.380 0.000 1 7 ARMT L35*35*3 275.0 71.16 71.16 TTY 15.756 CASE 8 40.466 33.929 22.140 0.000 1 8 ARMB L45*45*4 275.0 50.34 13.97 BBY 4.125 CASE 15 73.013 33.929 29.520 0.000 1 Project: 33kV Double Circuit Medium Span Towers
Prepared By: SA-RA Project Department Date: 30.05.06
SUMMARY of ANALYSIS RESULTS Page 4/5
SA-RA Energy 51 27 24 16 13 5 1 52 28 17 6 2
HRZ HRZ HRZ HRZ HRZ HRZ HRZ S-HRZ S-HRZ S-HRZ S-HRZ S-HRZ
L40*40*3 L35*35*3 L35*35*3 L35*35*3 L35*35*3 L35*35*3 L35*35*3 L40*40*3 L35*35*3 L35*35*3 L35*35*3 L35*35*3
CALCULATION SHEET 355.0 275.0 275.0 275.0 275.0 275.0 275.0 275.0 275.0 275.0 275.0 275.0
11.87 46.09 42.87 39.44 41.70 55.79 59.69 5.39 21.28 13.10 13.46 10.85
9.29 19.62 42.87 17.76 41.70 16.55 59.69 5.39 3.04 13.10 0.63 10.85
51-LP 35-LX 36-TY 37-LP 38-TP 39-LP 40-TY 41P 43P 45P 47P 48P
2.357 4.343 9.493 3.932 9.232 3.665 13.216 1.194 0.673 2.901 0.140 2.402
CASE 1 CASE 1 CASE 5 CASE 6 CASE 5 CASE 8 CASE 8 CASE 14 CASE 15 CASE 15 CASE 15 CASE 5
Subject: Design of S-2S Type Tower 62.143 40.466 40.466 40.466 40.466 40.466 40.466 48.139 40.466 40.466 40.466 40.466
33.929 33.929 33.929 33.929 33.929 33.929 33.929 33.929 33.929 33.929 33.929 33.929
25.380 22.140 22.140 22.140 22.140 22.140 22.140 22.140 22.140 22.140 22.140 22.140
0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000
1 1 1 1 1 1 1 1 1 1 1 1
*** Maximum Stress Summary for Each Load Case Summary of Maximum Usages by Load Case: Load Case
Maximum Element Element Usage % Label Type ------------------------------------------------------------------CASE 1 96.79 8Y Angle CASE 2 95.65 8Y Angle CASE 3 75.38 3P Angle CASE 4 74.48 1XY Angle CASE 5 45.51 BTY Angle CASE 6 57.58 8P Angle CASE 7 56.54 29-4P Angle CASE 8 88.60 34-2P Angle CASE 9 65.37 14Y Angle CASE 10 59.33 14Y Angle CASE 11 55.44 8P Angle CASE 12 52.75 1XY Angle CASE 13 62.07 31-1P Angle CASE 14 90.43 27-1P Angle CASE 15 90.52 27-3P Angle CASE 16 88.60 34-2P Angle
*** End of Report
Project: 33kV Double Circuit Medium Span Towers
Prepared By: SA-RA Project Department Date: 30.05.06
SUMMARY of ANALYSIS RESULTS Page 5/5
SA-RA Energy
CALCULATION SHEET
Subject:
Detailed Analysis Results
Project:
Prepared By: Date:
SA-RA Energy
CALCULATION SHEET
Subject: Design of S-2S Type Tower
******************************************************************************* * * * TOWER ANALYSIS AND DESIGN - (C) 1986-2000 Power Line Systems, Inc. * * * ******************************************************************************* Project Name : Project Notes: by : Licensed to :
S-2S Type Suspension Tower 33kV, Double Circuit, Medium Span, ACSR 210/35 Tower Version 5.017 SA-RA
Successfully performed linear analysis
Member check option: ASCE 10
Project: 33kV Double Circuit Medium Span Towers
Prepared By: SA-RA Project Department Date: 30.05.06
SUMMARY of ANALYSIS RESULTS Page 1/37
SA-RA Energy
CALCULATION SHEET
Subject: Design of S-2S Type Tower
Joints Geometry: Joint Symmetry X Coord. Y Coord. Z Coord. X Disp. Y Disp. Z Disp. X Rot. Y Rot. Z Rot. Label Code (m) (m) (m) Rest. Rest. Rest. Rest. Rest. Rest. -----------------------------------------------------------------------------------------------------------1P XY-Symmetry 0.746 0.746 0 Fixed Fixed Fixed Fixed Fixed Fixed 11P XY-Symmetry 0.2 0.2 12.9 Free Free Free Free Free Free 18P XY-Symmetry 0.2 0.2 18 Free Free Free Free Free Free 19P X-Symmetry 0 1.6 12.9 Free Free Free Free Free Free 20P X-Symmetry 0 1.6 15.2 Free Free Free Free Free Free 21P X-Symmetry 0 1.6 17.5 Free Free Free Free Free Free Secondary Joints: Joint Label
Symmetry Code
Origin Joint
End Joint
Fraction
Elevation X Disp. Y Disp. Z Disp. X Rot. Y Rot. Z Rot. Rest. Rest. Rest. Rest. Rest. Rest. (m) --------------------------------------------------------------------------------------------------------------------------------22S XY-Symmetry 1P 11P 0 1.5 Free Free Free Free Free Free 23S XY-Symmetry 1P 11P 0 3 Free Free Free Free Free Free 2S XY-Symmetry 1P 11P 0 3.99 Free Free Free Free Free Free 3S XY-Symmetry 1P 11P 0 4.98 Free Free Free Free Free Free 4S XY-Symmetry 1P 11P 0 5.97 Free Free Free Free Free Free 5S XY-Symmetry 1P 11P 0 6.96 Free Free Free Free Free Free 6S XY-Symmetry 1P 11P 0 7.95 Free Free Free Free Free Free 7S XY-Symmetry 1P 11P 0 8.94 Free Free Free Free Free Free 8S XY-Symmetry 1P 11P 0 9.93 Free Free Free Free Free Free 9S XY-Symmetry 1P 11P 0 10.92 Free Free Free Free Free Free 10S XY-Symmetry 1P 11P 0 11.91 Free Free Free Free Free Free 12S XY-Symmetry 11P 18P 0 13.4 Free Free Free Free Free Free 13S XY-Symmetry 11P 18P 0 14.3 Free Free Free Free Free Free 14S XY-Symmetry 11P 18P 0 15.2 Free Free Free Free Free Free 15S XY-Symmetry 11P 18P 0 15.7 Free Free Free Free Free Free 16S XY-Symmetry 11P 18P 0 16.6 Free Free Free Free Free Free 17S XY-Symmetry 11P 18P 0 17.5 Free Free Free Free Free Free Steel Material Properties: Steel Modulus Yield Ultimate Member Member Member Member Member Member Material of Stress Stress All. Stress All. Stress Rupture Rupture Bearing Bearing Label Elasticity Fy Fu Hyp. 1 Hyp. 2 Hyp. 1 Hyp. 2 Hyp. 1 Hyp. 2 (MPa) (MPa) (MPa) (MPa) (MPa) (MPa) (MPa) (MPa) (MPa) -------------------------------------------------------------------------------------------------------------------------S355 2.062e+005 355 470 0 0 0 0 0 0 S275 2.062e+005 275 410 0 0 0 0 0 0
Project: 33kV Double Circuit Medium Span Towers
Prepared By: SA-RA Project Department Date: 30.05.06
SUMMARY of ANALYSIS RESULTS Page 2/37
SA-RA Energy
CALCULATION SHEET
Subject: Design of S-2S Type Tower
Bolt Properties: Bolt Label
Bolt Diameter
Hole Diameter
Ultimate Shear Capacity (cm) (cm) (kN) -------------------------------------------------------M-12(5.8) 1.2 1.35 33.93 M-16(5.8) 1.6 1.75 60.32 Angle Properties: Angle Type
Angle Size
Long Short Thick. Unit Gross w/t Radius of Radius of Radius of Number of Wind Leg Leg Weight Area Ratio Gyration Rx Gyration Ry Gyration Rz Angles Width (cm) (cm) (cm) (N/m) (cm^2) (cm) (cm) (cm) (cm) -------------------------------------------------------------------------------------------------------------------SAE L35*35*3 3.5 3.5 0.3 16 2.04 9 1.06 1.06 0.68 1 4 SAE L40*40*3 4 4 0.3 18 2.35 10 1.21 1.21 0.78 1 4 SAE L40*40*4 4 4 0.4 24 3.08 7.5 1.21 1.21 0.78 1 4 SAE L45*45*4 4.5 4.5 0.4 27 3.49 8.5 1.36 1.36 0.88 1 5 SAE L60*60*4 6 6 0.4 36 4.71 12 1.83 1.83 1.18 1 6 SAE L75*75*5 7.5 7.5 0.5 57 7.36 12 2.29 2.29 1.48 1 8 SAE L75*75*6 7.5 7.5 0.6 67 8.75 9.8 2.28 2.28 1.47 1 8 SAE L80*80*7 8 8 0.7 83 10.8 9 2.44 2.44 1.57 1 8 Angle Groups: Group Group Label Description
Angle Type
Allow. Add. Angle Width For Optimize (cm) -----------------------------------------------------------------------------------------------53 LEG SAE L80*80*7 S355 Beam Leg None 0.000 55 LEG SAE L80*80*7 S355 Beam Leg None 0.000 49 LEG SAE L75*75*6 S355 Beam Leg None 0.000 47 LEG SAE L75*75*6 S355 Beam Leg None 0.000 45 LEG SAE L75*75*6 S355 Beam Leg None 0.000 43 LEG SAE L75*75*6 S355 Beam Leg None 0.000 41 LEG SAE L75*75*6 S355 Beam Leg None 0.000 39 LEG SAE L75*75*5 S355 Beam Leg None 0.000 37 LEG SAE L75*75*5 S355 Beam Leg None 0.000 35 LEG SAE L75*75*5 S355 Beam Leg None 0.000 33 LEG SAE L75*75*5 S355 Beam Leg None 0.000 31 LEG SAE L75*75*5 S355 Beam Leg None 0.000 25 LEG SAE L60*60*4 S355 Beam Leg None 0.000 22 LEG SAE L60*60*4 S355 Beam Leg None 0.000 20 LEG SAE L60*60*4 S355 Beam Leg None 0.000 Project: 33kV Double Circuit Medium Span Towers
Angle Size
Material Element Type Type
Group Type
Optimize Group
Prepared By: SA-RA Project Department Date: 30.05.06
SUMMARY of ANALYSIS RESULTS Page 3/37
SA-RA Energy 14 11 9 3 56 54 50 48 46 44 42 40 38 36 34 32 26 23 21 15 12 10 4 7 8 51 27 24 16 13 5 1 52 28 17 6 2
LEG LEG LEG LEG Z-BRC Z-BRC Z-BRC Z-BRC Z-BRC Z-BRC Z-BRC Z-BRC Z-BRC Z-BRC Z-BRC Z-BRC Z-BRC Z-BRC Z-BRC Z-BRC Z-BRC Z-BRC Z-BRC ARMT ARMB HRZ HRZ HRZ HRZ HRZ HRZ HRZ S-HRZ S-HRZ S-HRZ S-HRZ S-HRZ
CALCULATION SHEET SAE SAE SAE SAE SAE SAE SAE SAE SAE SAE SAE SAE SAE SAE SAE SAE SAE SAE SAE SAE SAE SAE SAE SAE SAE SAE SAE SAE SAE SAE SAE SAE SAE SAE SAE SAE SAE
L60*60*4 L60*60*4 L60*60*4 L60*60*4 L35*35*3 L35*35*3 L40*40*3 L40*40*3 L40*40*3 L40*40*3 L40*40*3 L40*40*4 L40*40*3 L40*40*4 L40*40*4 L45*45*4 L45*45*4 L40*40*4 L40*40*4 L35*35*3 L35*35*3 L35*35*3 L40*40*3 L35*35*3 L45*45*4 L40*40*3 L35*35*3 L35*35*3 L35*35*3 L35*35*3 L35*35*3 L35*35*3 L40*40*3 L35*35*3 L35*35*3 L35*35*3 L35*35*3
Project: 33kV Double Circuit Medium Span Towers
S355 S355 S355 S355 S275 S275 S275 S275 S275 S275 S275 S275 S275 S275 S275 S355 S275 S355 S355 S275 S275 S275 S355 S275 S275 S355 S275 S275 S275 S275 S275 S275 S275 S275 S275 S275 S275
Beam Beam Beam Beam Truss Truss Truss Truss Truss Truss Truss Truss Truss Truss Truss Truss Truss Truss Truss Truss Truss Truss Truss Truss Beam Truss Truss Truss Truss Truss Truss Truss Truss Truss Truss Truss Truss
Leg Leg Leg Leg Other Other Other Other Other Other Other Other Other Other Other Other Other Other Other Other Other Other Other Other Other Other Other Other Other Other Other Other Other Other Other Other Other
None None None None None None None None None None None None None None None None None None None None None None None None None None None None None None None None None None None None None
Subject: Design of S-2S Type Tower 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000
Prepared By: SA-RA Project Department Date: 30.05.06
SUMMARY of ANALYSIS RESULTS Page 4/37
SA-RA Energy
CALCULATION SHEET
Subject: Design of S-2S Type Tower
Sections: The adjustment factors below only apply to dead load and wind areas that are calculated for members in the model. They do not apply to equipment or to manually input dead load and drag areas. Section Label
Joint Defining Section Bottom
Dead Load Adj. Factor
Transverse Longitudinal Transverse Longitudinal Adj. Factor Adj. Factor Drag Area Drag Area Drag Area Drag Area for Face Af for Face Ar Adj. Factor Adj. Factor Adj. Factor Adj. Factor EIA Only EIA Only For All For All For Face For Face --------------------------------------------------------------------------------------------------------------------------1 15S 1.100 1.000 1.000 0.000 0.000 0.000 0.000 2 10S 1.100 1.000 1.000 0.000 0.000 0.000 0.000 3 6S 1.100 1.000 1.000 0.000 0.000 0.000 0.000 4 1P 1.100 1.000 1.000 0.000 0.000 0.000 0.000 Angle Member Connectivity: Member Label
Group Label
Symmetry Code
Origin Joint
End Ecc. Rest. Ratio Ratio Ratio Joint Code Code RLX RLY RLZ
Bolt # Type Bolts
# Bolt # Shear Holes Planes
Connect Leg
-------------------------------------------------------------------------------------------------------------------------------------1P 55 XY-Symmetry 1P 22S 1 4 1 1 1 M-16(5.8) 8 4 2 Both 2P 53 XY-Symmetry 22S 23S 1 4 1 1 1 M-16(5.8) 8 4 2 Both 3P 49 XY-Symmetry 23S 2S 1 4 2 1 1 M-16(5.8) 6 3 2 Both 4P 47 XY-Symmetry 2S 3S 1 4 2 1 1 M-16(5.8) 6 3 2 Both 5P 45 XY-Symmetry 3S 4S 1 4 2 1 1 M-16(5.8) 6 3 2 Both 6P 43 XY-Symmetry 4S 5S 1 4 2 1 1 M-16(5.8) 6 3 2 Both 7P 41 XY-Symmetry 5S 6S 1 4 2 1 1 M-16(5.8) 6 3 2 Both 8P 39 XY-Symmetry 6S 7S 1 4 2 1 1 M-16(5.8) 6 3 2 Both 9P 37 XY-Symmetry 7S 8S 1 4 2 1 1 M-16(5.8) 6 3 2 Both 10P 35 XY-Symmetry 8S 9S 1 4 2 1 1 M-16(5.8) 6 3 2 Both 11P 33 XY-Symmetry 9S 10S 1 4 2 1 1 M-16(5.8) 6 3 2 Both 12P 31 XY-Symmetry 10S 11P 1 4 2 1 1 M-16(5.8) 6 3 2 Both 13P 25 XY-Symmetry 11P 12S 1 4 1 1 1 M-16(5.8) 4 2 2 Both 14P 22 XY-Symmetry 12S 13S 1 4 2 1 1 M-16(5.8) 4 2 2 Both 15P 20 XY-Symmetry 13S 14S 1 4 2 1 1 M-16(5.8) 4 2 2 Both 16P 14 XY-Symmetry 14S 15S 1 4 1 1 1 M-16(5.8) 4 2 2 Both 17P 11 XY-Symmetry 15S 16S 1 4 2 1 1 M-16(5.8) 4 2 2 Both 18P 9 XY-Symmetry 16S 17S 1 4 2 1 1 M-16(5.8) 4 2 2 Both 19P 3 XY-Symmetry 17S 18P 1 4 1 1 1 M-16(5.8) 4 2 2 Both 56-1P 56 XY-Symmetry 1P 22X 3 4 0.5 0.76 0.5 M-12(5.8) 1 1 1 Long only 56-2P 56 XY-Symmetry 1P 22Y 3 4 0.5 0.76 0.5 M-12(5.8) 1 1 1 Long only 54-1P 54 XY-Symmetry 22S 23X 3 4 0.5 0.76 0.5 M-12(5.8) 1 1 1 Long only 54-2P 54 XY-Symmetry 22S 23Y 3 4 0.5 0.76 0.5 M-12(5.8) 1 1 1 Long only 18-1P 50 None 23X 2S 3 4 1 1 1 M-12(5.8) 1 1 1 Long only 18-2P 50 None 23Y 2XY 3 4 1 1 1 M-12(5.8) 1 1 1 Long only 18-3P 50 None 23S 2Y 3 4 1 1 1 M-12(5.8) 1 1 1 Long only 18-4P 50 None 23XY 2X 3 4 1 1 1 M-12(5.8) 1 1 1 Long only 19-1P 48 None 2S 3X 3 4 1 1 1 M-12(5.8) 1 1 1 Long only Project: 33kV Double Circuit Medium Span Towers
Prepared By: SA-RA Project Department Date: 30.05.06
SUMMARY of ANALYSIS RESULTS Page 5/37
SA-RA Energy 19-2P 19-3P 19-4P 20-1P 20-2P 20-3P 20-4P 21-1P 21-2P 21-3P 21-4P 22-1P 22-2P 22-3P 22-4P 23-1P 23-2P 23-3P 23-4P 24-1P 24-2P 24-3P 24-4P 25-1P 25-2P 25-3P 25-4P 26-1P 26-2P 26-3P 26-4P 27-1P 27-2P 27-3P 27-4P 28-1P 28-2P 28-3P 28-4P 29-1P 29-2P 29-3P 29-4P 30-1P 30-2P 30-3P 30-4P 31-1P
48 48 48 46 46 46 46 44 44 44 44 42 42 42 42 40 40 40 40 38 38 38 38 36 36 36 36 34 34 34 34 32 32 32 32 26 26 26 26 23 23 23 23 21 21 21 21 15
CALCULATION SHEET None None None None None None None None None None None None None None None None None None None None None None None None None None None None None None None None None None None None None None None None None None None None None None None None
Project: 33kV Double Circuit Medium Span Towers
2XY 2Y 2X 3X 3Y 3S 3XY 4S 4XY 4Y 4X 5X 5Y 5S 5XY 6S 6XY 6Y 6X 7X 7Y 7S 7XY 8S 8XY 8Y 8X 9X 9Y 9S 9XY 10S 10XY 10Y 10X 11X 11Y 11P 11XY 12S 12XY 12Y 12X 13X 13Y 13S 13XY 14S
3Y 3S 3XY 4S 4XY 4Y 4X 5X 5Y 5S 5XY 6S 6XY 6Y 6X 7X 7Y 7S 7XY 8S 8XY 8Y 8X 9X 9Y 9S 9XY 10S 10XY 10Y 10X 11X 11Y 11P 11XY 12S 12XY 12Y 12X 13X 13Y 13S 13XY 14S 14XY 14Y 14X 15X
3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3
4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4
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 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 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 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 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 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1
Subject: Design of S-2S Type Tower M-12(5.8) M-12(5.8) M-12(5.8) M-12(5.8) M-12(5.8) M-12(5.8) M-12(5.8) M-12(5.8) M-12(5.8) M-12(5.8) M-12(5.8) M-12(5.8) M-12(5.8) M-12(5.8) M-12(5.8) M-12(5.8) M-12(5.8) M-12(5.8) M-12(5.8) M-12(5.8) M-12(5.8) M-12(5.8) M-12(5.8) M-12(5.8) M-12(5.8) M-12(5.8) M-12(5.8) M-12(5.8) M-12(5.8) M-12(5.8) M-12(5.8) M-12(5.8) M-12(5.8) M-12(5.8) M-12(5.8) M-12(5.8) M-12(5.8) M-12(5.8) M-12(5.8) M-12(5.8) M-12(5.8) M-12(5.8) M-12(5.8) M-12(5.8) M-12(5.8) M-12(5.8) M-12(5.8) M-12(5.8)
Prepared By: SA-RA Project Department Date: 30.05.06
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 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 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 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 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 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1
Long Long Long Long Long Long Long Long Long Long Long Long Long Long Long Long Long Long Long Long Long Long Long Long Long Long Long Long Long Long Long Long Long Long Long Long Long Long Long Long Long Long Long Long Long Long Long Long
only only only only only only only only only only only only only only only only only only only only only only only only only only only only only only only only only only only only only only only only only only only only only only only only SUMMARY of ANALYSIS RESULTS Page 6/37
SA-RA Energy 31-2P 31-3P 31-4P 32-1P 32-2P 32-3P 32-4P 33-1P 33-2P 33-3P 33-4P 34-1P 34-2P 34-3P 34-4P BBP BTP MBP MTP TBP TTP 51-TP 51-LP 35-TP 35-LP 36-TP 36-LP 37-TP 37-LP 38-TP 38-LP 39-TP 39-LP 40-TP 40-LP 40P 41P 42P 43P 44P 45P 46P 47P 48P 49P
15 15 15 12 12 12 12 10 10 10 10 4 4 4 4 8 7 8 7 8 7 51 51 27 27 24 24 16 16 13 13 5 5 1 1 52 52 28 28 17 17 6 6 2 2
CALCULATION SHEET None None None None None None None None None None None None None None None XY-Symmetry XY-Symmetry XY-Symmetry XY-Symmetry XY-Symmetry XY-Symmetry Y-Symmetry X-Symmetry Y-Symmetry X-Symmetry Y-Symmetry X-Symmetry Y-Symmetry X-Symmetry Y-Symmetry X-Symmetry Y-Symmetry X-Symmetry Y-Symmetry X-Symmetry None None None None None None None None None None
Project: 33kV Double Circuit Medium Span Towers
14XY 14Y 14X 15X 15Y 15S 15XY 16S 16XY 16Y 16X 17X 17Y 17S 17XY 11P 12S 14S 15S 17S 18P 23S 23S 11P 11P 12S 12S 14S 14S 15S 15S 17S 17S 18P 18P 23S 23X 11P 11X 14S 14X 17S 17X 18X 18P
15Y 15S 15XY 16S 16XY 16Y 16X 17X 17Y 17S 17XY 18P 18XY 18Y 18X 19P 19P 20P 20P 21P 21P 23X 23Y 11X 11Y 12X 12Y 14X 14Y 15X 15Y 17X 17Y 18X 18Y 23XY 23Y 11XY 11Y 14XY 14Y 17XY 17Y 18Y 18XY
3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 1 2 1 2 1 2 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3
4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 5 4 5 4 5 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4
1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 0.5 0.5 0.5 0.5 0.5 0.5 1 1 1 1 1 1 1 1 1 1 1 1 1 1 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5
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 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 1 1 1 1 1 1 1 1 1 1 0.5 0.5 0.5 0.5 0.5 0.5 1 1 1 1 1 1 1 1 1 1 1 1 1 1 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5
Subject: Design of S-2S Type Tower M-12(5.8) M-12(5.8) M-12(5.8) M-12(5.8) M-12(5.8) M-12(5.8) M-12(5.8) M-12(5.8) M-12(5.8) M-12(5.8) M-12(5.8) M-12(5.8) M-12(5.8) M-12(5.8) M-12(5.8) M-12(5.8) M-12(5.8) M-12(5.8) M-12(5.8) M-12(5.8) M-12(5.8) M-12(5.8) M-12(5.8) M-12(5.8) M-12(5.8) M-12(5.8) M-12(5.8) M-12(5.8) M-12(5.8) M-12(5.8) M-12(5.8) M-12(5.8) M-12(5.8) M-12(5.8) M-12(5.8) M-12(5.8) M-12(5.8) M-12(5.8) M-12(5.8) M-12(5.8) M-12(5.8) M-12(5.8) M-12(5.8) M-12(5.8) M-12(5.8)
Prepared By: SA-RA Project Department Date: 30.05.06
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 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 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 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 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 1 1 1 1 1 1 1 1 1 1
Long Long Long Long Long Long Long Long Long Long Long Long Long Long Long Long Long Long Long Long Long Long Long Long Long Long Long Long Long Long Long Long Long Long Long Long Long Long Long Long Long Long Long Long Long
only only only only only only only only only only only only only only only only only only only only only only only only only only only only only only only only only only only only only only only only only only only only only
SUMMARY of ANALYSIS RESULTS Page 7/37
SA-RA Energy
CALCULATION SHEET
Subject: Design of S-2S Type Tower
Member Capacities: Member Design Comp. Design Tension L/r L/r Connection Connection Net Section Label Compression Control Tension Control Compression Shear Bearing Tension Capacity Criterion Capacity Criterion Capacity Capacity Capacity Capacity (kN) (kN) (kN) (kN) (kN) (kN) --------------------------------------------------------------------------------------------------------1P 230.218 L/r 209.450 Net Sect 96 230.218 965.104 631.680 209.450 2P 230.218 L/r 209.450 Net Sect 96 230.218 965.104 631.680 209.450 3P 208.091 L/r 198.800 Net Sect 87 208.091 723.828 406.080 198.800 4P 208.091 L/r 198.800 Net Sect 87 208.091 723.828 406.080 198.800 5P 208.091 L/r 198.800 Net Sect 87 208.091 723.828 406.080 198.800 6P 208.091 L/r 198.800 Net Sect 87 208.091 723.828 406.080 198.800 7P 208.091 L/r 198.800 Net Sect 87 208.091 723.828 406.080 198.800 8P 170.891 L/r 168.093 Net Sect 87 170.891 723.828 338.400 168.093 9P 170.891 L/r 168.093 Net Sect 87 170.891 723.828 338.400 168.093 10P 170.891 L/r 168.093 Net Sect 87 170.891 723.828 338.400 168.093 11P 170.891 L/r 168.093 Net Sect 87 170.891 723.828 338.400 168.093 12P 170.891 L/r 168.093 Net Sect 87 170.891 723.828 338.400 168.093 13P 146.790 L/r 117.505 Net Sect 42 146.790 482.552 180.480 117.505 14P 95.116 L/r 117.505 Net Sect 98 95.116 482.552 180.480 117.505 15P 95.116 L/r 117.505 Net Sect 98 95.116 482.552 180.480 117.505 16P 146.790 L/r 117.505 Net Sect 42 146.790 482.552 180.480 117.505 17P 95.116 L/r 117.505 Net Sect 98 95.116 482.552 180.480 117.505 18P 95.116 L/r 117.505 Net Sect 98 95.116 482.552 180.480 117.505 19P 146.790 L/r 117.505 Net Sect 42 146.790 482.552 180.480 117.505 56-1P 17.878 L/r 22.140 Bearing 152 17.878 33.929 22.140 40.466 56-2P 17.878 L/r 22.140 Bearing 152 17.878 33.929 22.140 40.466 54-1P 19.448 L/r 22.140 Bearing 146 19.448 33.929 22.140 40.466 54-2P 19.448 L/r 22.140 Bearing 146 19.448 33.929 22.140 40.466 18-1P 12.059 L/r 22.140 Bearing 199 12.059 33.929 22.140 48.139 18-2P 12.059 L/r 22.140 Bearing 199 12.059 33.929 22.140 48.139 18-3P 12.059 L/r 22.140 Bearing 199 12.059 33.929 22.140 48.139 18-4P 12.059 L/r 22.140 Bearing 199 12.059 33.929 22.140 48.139 19-1P 13.111 L/r 22.140 Bearing 191 13.111 33.929 22.140 48.139 19-2P 13.111 L/r 22.140 Bearing 191 13.111 33.929 22.140 48.139 19-3P 13.111 L/r 22.140 Bearing 191 13.111 33.929 22.140 48.139 19-4P 13.111 L/r 22.140 Bearing 191 13.111 33.929 22.140 48.139 20-1P 14.264 L/r 22.140 Bearing 183 14.264 33.929 22.140 48.139 20-2P 14.264 L/r 22.140 Bearing 183 14.264 33.929 22.140 48.139 20-3P 14.264 L/r 22.140 Bearing 183 14.264 33.929 22.140 48.139 20-4P 14.264 L/r 22.140 Bearing 183 14.264 33.929 22.140 48.139 21-1P 15.522 L/r 22.140 Bearing 176 15.522 33.929 22.140 48.139 21-2P 15.522 L/r 22.140 Bearing 176 15.522 33.929 22.140 48.139 21-3P 15.522 L/r 22.140 Bearing 176 15.522 33.929 22.140 48.139 21-4P 15.522 L/r 22.140 Bearing 176 15.522 33.929 22.140 48.139 22-1P 16.885 L/r 22.140 Bearing 168 16.885 33.929 22.140 48.139 Project: 33kV Double Circuit Medium Span Towers
Prepared By: SA-RA Project Department Date: 30.05.06
SUMMARY of ANALYSIS RESULTS Page 8/37
SA-RA Energy 22-2P 22-3P 22-4P 23-1P 23-2P 23-3P 23-4P 24-1P 24-2P 24-3P 24-4P 25-1P 25-2P 25-3P 25-4P 26-1P 26-2P 26-3P 26-4P 27-1P 27-2P 27-3P 27-4P 28-1P 28-2P 28-3P 28-4P 29-1P 29-2P 29-3P 29-4P 30-1P 30-2P 30-3P 30-4P 31-1P 31-2P 31-3P 31-4P 32-1P 32-2P 32-3P 32-4P 33-1P 33-2P 33-3P 33-4P 34-1P
16.885 16.885 16.885 24.046 24.046 24.046 24.046 19.893 19.893 19.893 19.893 28.176 28.176 28.176 28.176 29.520 29.520 29.520 29.520 33.840 33.840 33.840 33.840 29.520 29.520 29.520 29.520 33.840 33.840 33.840 33.840 33.840 33.840 33.840 33.840 22.140 22.140 22.140 22.140 19.789 19.789 19.789 19.789 19.789 19.789 19.789 19.789 25.380
CALCULATION SHEET L/r L/r L/r L/r L/r L/r L/r L/r L/r L/r L/r L/r L/r L/r L/r Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing L/r L/r L/r L/r L/r L/r L/r L/r Bearing
22.140 22.140 22.140 29.520 29.520 29.520 29.520 22.140 22.140 22.140 22.140 29.520 29.520 29.520 29.520 29.520 29.520 29.520 29.520 33.840 33.840 33.840 33.840 29.520 29.520 29.520 29.520 33.840 33.840 33.840 33.840 33.840 33.840 33.840 33.840 22.140 22.140 22.140 22.140 22.140 22.140 22.140 22.140 22.140 22.140 22.140 22.140 25.380
Project: 33kV Double Circuit Medium Span Towers
Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing
168 168 168 161 161 161 161 155 155 155 155 149 149 149 149 144 144 144 144 123 123 123 123 73 73 73 73 126 126 126 126 126 126 126 126 94 94 94 94 145 145 145 145 145 145 145 145 82
16.885 16.885 16.885 24.046 24.046 24.046 24.046 19.893 19.893 19.893 19.893 28.176 28.176 28.176 28.176 30.306 30.306 30.306 30.306 46.721 46.721 46.721 46.721 65.854 65.854 65.854 65.854 39.311 39.311 39.311 39.311 39.311 39.311 39.311 39.311 34.367 34.367 34.367 34.367 19.789 19.789 19.789 19.789 19.789 19.789 19.789 19.789 46.276
33.929 33.929 33.929 33.929 33.929 33.929 33.929 33.929 33.929 33.929 33.929 33.929 33.929 33.929 33.929 33.929 33.929 33.929 33.929 33.929 33.929 33.929 33.929 33.929 33.929 33.929 33.929 33.929 33.929 33.929 33.929 33.929 33.929 33.929 33.929 33.929 33.929 33.929 33.929 33.929 33.929 33.929 33.929 33.929 33.929 33.929 33.929 33.929
22.140 22.140 22.140 29.520 29.520 29.520 29.520 22.140 22.140 22.140 22.140 29.520 29.520 29.520 29.520 29.520 29.520 29.520 29.520 33.840 33.840 33.840 33.840 29.520 29.520 29.520 29.520 33.840 33.840 33.840 33.840 33.840 33.840 33.840 33.840 22.140 22.140 22.140 22.140 22.140 22.140 22.140 22.140 22.140 22.140 22.140 22.140 25.380
Subject: Design of S-2S Type Tower 48.139 48.139 48.139 62.865 62.865 62.865 62.865 48.139 48.139 48.139 48.139 62.865 62.865 62.865 62.865 62.865 62.865 62.865 62.865 94.252 94.252 94.252 94.252 73.013 73.013 73.013 73.013 81.153 81.153 81.153 81.153 81.153 81.153 81.153 81.153 40.466 40.466 40.466 40.466 40.466 40.466 40.466 40.466 40.466 40.466 40.466 40.466 62.143
Prepared By: SA-RA Project Department Date: 30.05.06
SUMMARY of ANALYSIS RESULTS Page 9/37
SA-RA Energy 34-2P 34-3P 34-4P BBP BTP MBP MTP TBP TTP 51-TP 51-LP 35-TP 35-LP 36-TP 36-LP 37-TP 37-LP 38-TP 38-LP 39-TP 39-LP 40-TP 40-LP 40P 41P 42P 43P 44P 45P 46P 47P 48P 49P 1X 1XY 1Y 2X 2XY 2Y 3X 3XY 3Y 4X 4XY 4Y 5X 5XY 5Y
25.380 25.380 25.380 29.520 22.140 29.520 22.140 29.520 22.140 18.982 18.982 22.140 22.140 22.140 22.140 22.140 22.140 22.140 22.140 22.140 22.140 22.140 22.140 22.140 22.140 22.140 22.140 22.140 22.140 22.140 22.140 22.140 22.140 230.218 230.218 230.218 230.218 230.218 230.218 208.091 208.091 208.091 208.091 208.091 208.091 208.091 208.091 208.091
CALCULATION SHEET Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing L/r L/r Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing L/r L/r L/r L/r L/r L/r L/r L/r L/r L/r L/r L/r L/r L/r L/r
25.380 25.380 25.380 29.520 22.140 29.520 22.140 29.520 22.140 25.380 25.380 22.140 22.140 22.140 22.140 22.140 22.140 22.140 22.140 22.140 22.140 22.140 22.140 22.140 22.140 22.140 22.140 22.140 22.140 22.140 22.140 22.140 22.140 209.450 209.450 209.450 209.450 209.450 209.450 198.800 198.800 198.800 198.800 198.800 198.800 198.800 198.800 198.800
Project: 33kV Double Circuit Medium Span Towers
Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing Net Sect Net Sect Net Sect Net Sect Net Sect Net Sect Net Sect Net Sect Net Sect Net Sect Net Sect Net Sect Net Sect Net Sect Net Sect
82 82 82 104 142 104 142 104 142 159 159 59 59 59 59 59 59 59 59 59 59 59 59 145 145 53 53 53 53 53 53 53 53 96 96 96 96 96 96 87 87 87 87 87 87 87 87 87
46.276 46.276 46.276 60.913 22.303 60.913 22.303 60.913 22.303 18.982 18.982 40.948 40.948 40.948 40.948 40.948 40.948 40.948 40.948 40.948 40.948 40.948 40.948 22.839 22.839 41.859 41.859 41.859 41.859 41.859 41.859 41.859 41.859 230.218 230.218 230.218 230.218 230.218 230.218 208.091 208.091 208.091 208.091 208.091 208.091 208.091 208.091 208.091
33.929 33.929 33.929 33.929 33.929 33.929 33.929 33.929 33.929 33.929 33.929 33.929 33.929 33.929 33.929 33.929 33.929 33.929 33.929 33.929 33.929 33.929 33.929 33.929 33.929 33.929 33.929 33.929 33.929 33.929 33.929 33.929 33.929 965.104 965.104 965.104 965.104 965.104 965.104 723.828 723.828 723.828 723.828 723.828 723.828 723.828 723.828 723.828
25.380 25.380 25.380 29.520 22.140 29.520 22.140 29.520 22.140 25.380 25.380 22.140 22.140 22.140 22.140 22.140 22.140 22.140 22.140 22.140 22.140 22.140 22.140 22.140 22.140 22.140 22.140 22.140 22.140 22.140 22.140 22.140 22.140 631.680 631.680 631.680 631.680 631.680 631.680 406.080 406.080 406.080 406.080 406.080 406.080 406.080 406.080 406.080
Subject: Design of S-2S Type Tower 62.143 62.143 62.143 73.013 40.466 73.013 40.466 73.013 40.466 62.143 62.143 40.466 40.466 40.466 40.466 40.466 40.466 40.466 40.466 40.466 40.466 40.466 40.466 48.139 48.139 40.466 40.466 40.466 40.466 40.466 40.466 40.466 40.466 209.450 209.450 209.450 209.450 209.450 209.450 198.800 198.800 198.800 198.800 198.800 198.800 198.800 198.800 198.800
Prepared By: SA-RA Project Department Date: 30.05.06
SUMMARY of ANALYSIS RESULTS Page 10/37
SA-RA Energy 6X 6XY 6Y 7X 7XY 7Y 8X 8XY 8Y 9X 9XY 9Y 10X 10XY 10Y 11X 11XY 11Y 12X 12XY 12Y 13X 13XY 13Y 14X 14XY 14Y 15X 15XY 15Y 16X 16XY 16Y 17X 17XY 17Y 18X 18XY 18Y 19X 19XY 19Y 56-1X 56-1XY 56-1Y 56-2X 56-2XY 56-2Y
208.091 208.091 208.091 208.091 208.091 208.091 170.891 170.891 170.891 170.891 170.891 170.891 170.891 170.891 170.891 170.891 170.891 170.891 170.891 170.891 170.891 146.790 146.790 146.790 95.116 95.116 95.116 95.116 95.116 95.116 146.790 146.790 146.790 95.116 95.116 95.116 95.116 95.116 95.116 146.790 146.790 146.790 17.878 17.878 17.878 17.878 17.878 17.878
CALCULATION SHEET L/r L/r L/r L/r L/r L/r L/r L/r L/r L/r L/r L/r L/r L/r L/r L/r L/r L/r L/r L/r L/r L/r L/r L/r L/r L/r L/r L/r L/r L/r L/r L/r L/r L/r L/r L/r L/r L/r L/r L/r L/r L/r L/r L/r L/r L/r L/r L/r
198.800 198.800 198.800 198.800 198.800 198.800 168.093 168.093 168.093 168.093 168.093 168.093 168.093 168.093 168.093 168.093 168.093 168.093 168.093 168.093 168.093 117.505 117.505 117.505 117.505 117.505 117.505 117.505 117.505 117.505 117.505 117.505 117.505 117.505 117.505 117.505 117.505 117.505 117.505 117.505 117.505 117.505 22.140 22.140 22.140 22.140 22.140 22.140
Project: 33kV Double Circuit Medium Span Towers
Net Sect Net Sect Net Sect Net Sect Net Sect Net Sect Net Sect Net Sect Net Sect Net Sect Net Sect Net Sect Net Sect Net Sect Net Sect Net Sect Net Sect Net Sect Net Sect Net Sect Net Sect Net Sect Net Sect Net Sect Net Sect Net Sect Net Sect Net Sect Net Sect Net Sect Net Sect Net Sect Net Sect Net Sect Net Sect Net Sect Net Sect Net Sect Net Sect Net Sect Net Sect Net Sect Bearing Bearing Bearing Bearing Bearing Bearing
87 87 87 87 87 87 87 87 87 87 87 87 87 87 87 87 87 87 87 87 87 42 42 42 98 98 98 98 98 98 42 42 42 98 98 98 98 98 98 42 42 42 152 152 152 152 152 152
208.091 208.091 208.091 208.091 208.091 208.091 170.891 170.891 170.891 170.891 170.891 170.891 170.891 170.891 170.891 170.891 170.891 170.891 170.891 170.891 170.891 146.790 146.790 146.790 95.116 95.116 95.116 95.116 95.116 95.116 146.790 146.790 146.790 95.116 95.116 95.116 95.116 95.116 95.116 146.790 146.790 146.790 17.878 17.878 17.878 17.878 17.878 17.878
723.828 723.828 723.828 723.828 723.828 723.828 723.828 723.828 723.828 723.828 723.828 723.828 723.828 723.828 723.828 723.828 723.828 723.828 723.828 723.828 723.828 482.552 482.552 482.552 482.552 482.552 482.552 482.552 482.552 482.552 482.552 482.552 482.552 482.552 482.552 482.552 482.552 482.552 482.552 482.552 482.552 482.552 33.929 33.929 33.929 33.929 33.929 33.929
406.080 406.080 406.080 406.080 406.080 406.080 338.400 338.400 338.400 338.400 338.400 338.400 338.400 338.400 338.400 338.400 338.400 338.400 338.400 338.400 338.400 180.480 180.480 180.480 180.480 180.480 180.480 180.480 180.480 180.480 180.480 180.480 180.480 180.480 180.480 180.480 180.480 180.480 180.480 180.480 180.480 180.480 22.140 22.140 22.140 22.140 22.140 22.140
Subject: Design of S-2S Type Tower 198.800 198.800 198.800 198.800 198.800 198.800 168.093 168.093 168.093 168.093 168.093 168.093 168.093 168.093 168.093 168.093 168.093 168.093 168.093 168.093 168.093 117.505 117.505 117.505 117.505 117.505 117.505 117.505 117.505 117.505 117.505 117.505 117.505 117.505 117.505 117.505 117.505 117.505 117.505 117.505 117.505 117.505 40.466 40.466 40.466 40.466 40.466 40.466
Prepared By: SA-RA Project Department Date: 30.05.06
SUMMARY of ANALYSIS RESULTS Page 11/37
SA-RA Energy 54-1X 54-1XY 54-1Y 54-2X 54-2XY 54-2Y BBX BBXY BBY BTX BTXY BTY MBX MBXY MBY MTX MTXY MTY TBX TBXY TBY TTX TTXY TTY 51-TY 51-LX 35-TY 35-LX 36-TY 36-LX 37-TY 37-LX 38-TY 38-LX 39-TY 39-LX 40-TY 40-LX
19.448 19.448 19.448 19.448 19.448 19.448 29.520 29.520 29.520 22.140 22.140 22.140 29.520 29.520 29.520 22.140 22.140 22.140 29.520 29.520 29.520 22.140 22.140 22.140 18.982 18.982 22.140 22.140 22.140 22.140 22.140 22.140 22.140 22.140 22.140 22.140 22.140 22.140
CALCULATION SHEET L/r L/r L/r L/r L/r L/r Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing L/r L/r Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing
22.140 22.140 22.140 22.140 22.140 22.140 29.520 29.520 29.520 22.140 22.140 22.140 29.520 29.520 29.520 22.140 22.140 22.140 29.520 29.520 29.520 22.140 22.140 22.140 25.380 25.380 22.140 22.140 22.140 22.140 22.140 22.140 22.140 22.140 22.140 22.140 22.140 22.140
Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing Bearing
146 146 146 146 146 146 104 104 104 142 142 142 104 104 104 142 142 142 104 104 104 142 142 142 159 159 59 59 59 59 59 59 59 59 59 59 59 59
19.448 19.448 19.448 19.448 19.448 19.448 60.913 60.913 60.913 22.303 22.303 22.303 60.913 60.913 60.913 22.303 22.303 22.303 60.913 60.913 60.913 22.303 22.303 22.303 18.982 18.982 40.948 40.948 40.948 40.948 40.948 40.948 40.948 40.948 40.948 40.948 40.948 40.948
33.929 33.929 33.929 33.929 33.929 33.929 33.929 33.929 33.929 33.929 33.929 33.929 33.929 33.929 33.929 33.929 33.929 33.929 33.929 33.929 33.929 33.929 33.929 33.929 33.929 33.929 33.929 33.929 33.929 33.929 33.929 33.929 33.929 33.929 33.929 33.929 33.929 33.929
22.140 22.140 22.140 22.140 22.140 22.140 29.520 29.520 29.520 22.140 22.140 22.140 29.520 29.520 29.520 22.140 22.140 22.140 29.520 29.520 29.520 22.140 22.140 22.140 25.380 25.380 22.140 22.140 22.140 22.140 22.140 22.140 22.140 22.140 22.140 22.140 22.140 22.140
Subject: Design of S-2S Type Tower 40.466 40.466 40.466 40.466 40.466 40.466 73.013 73.013 73.013 40.466 40.466 40.466 73.013 73.013 73.013 40.466 40.466 40.466 73.013 73.013 73.013 40.466 40.466 40.466 62.143 62.143 40.466 40.466 40.466 40.466 40.466 40.466 40.466 40.466 40.466 40.466 40.466 40.466
Sum of Dead Load and Drag Areas From Equipment, Input and Calculated: Joint Label
Unfactored X-Drag Y-Drag Dead Load Area Area (kN) (m^2) (m^2) -------------------------------------------1P 0.105 0.132 0.132 11P 0.099 0.143 0.119 18P 0.041 0.074 0.052 Project: 33kV Double Circuit Medium Span Towers
19P 20P 21P
0.068 0.068 0.068
0.129 0.129 0.129
0.032 0.032 0.032
Prepared By: SA-RA Project Department Date: 30.05.06
1X 1XY 1Y
0.105 0.105 0.105
0.132 0.132 0.132
0.132 0.132 0.132
SUMMARY of ANALYSIS RESULTS Page 12/37
SA-RA Energy 11X 11XY 11Y 18X 18XY 18Y 19X 20X 21X 22S 23S 2S 3S 4S 5S 6S 7S 8S 9S 10S 12S 13S 14S 15S 16S 17S
0.099 0.099 0.099 0.041 0.041 0.041 0.068 0.068 0.068 0.208 0.197 0.104 0.102 0.101 0.100 0.097 0.090 0.089 0.092 0.093 0.070 0.062 0.079 0.062 0.053 0.076
CALCULATION SHEET 0.149 0.143 0.149 0.071 0.074 0.071 0.129 0.129 0.129 0.261 0.239 0.140 0.119 0.135 0.119 0.131 0.119 0.127 0.119 0.129 0.115 0.090 0.126 0.108 0.093 0.121
0.113 0.119 0.113 0.055 0.052 0.055 0.032 0.032 0.032 0.261 0.250 0.119 0.138 0.119 0.133 0.119 0.129 0.119 0.125 0.124 0.091 0.093 0.091 0.093 0.090 0.096
22X 22XY 22Y 23X 23XY 23Y 2X 2XY 2Y 3X 3XY 3Y 4X 4XY 4Y 5X 5XY 5Y 6X 6XY 6Y 7X 7XY 7Y 8X 8XY
0.208 0.208 0.208 0.197 0.197 0.197 0.104 0.104 0.104 0.102 0.102 0.102 0.101 0.101 0.101 0.100 0.100 0.100 0.097 0.097 0.097 0.090 0.090 0.090 0.089 0.089
0.261 0.261 0.261 0.250 0.239 0.250 0.119 0.140 0.119 0.138 0.119 0.138 0.119 0.135 0.119 0.133 0.119 0.133 0.119 0.131 0.119 0.129 0.119 0.129 0.119 0.127
Subject: Design of S-2S Type Tower 0.261 0.261 0.261 0.239 0.250 0.239 0.140 0.119 0.140 0.119 0.138 0.119 0.135 0.119 0.135 0.119 0.133 0.119 0.131 0.119 0.131 0.119 0.129 0.119 0.127 0.119
8Y 9X 9XY 9Y 10X 10XY 10Y 12X 12XY 12Y 13X 13XY 13Y 14X 14XY 14Y 15X 15XY 15Y 16X 16XY 16Y 17X 17XY 17Y Total
0.089 0.092 0.092 0.092 0.093 0.093 0.093 0.070 0.070 0.070 0.062 0.062 0.062 0.079 0.079 0.079 0.062 0.062 0.062 0.053 0.053 0.053 0.076 0.076 0.076 8.084
0.119 0.125 0.119 0.125 0.124 0.129 0.124 0.110 0.115 0.110 0.093 0.090 0.093 0.121 0.126 0.121 0.112 0.108 0.112 0.090 0.093 0.090 0.126 0.121 0.126 11.330
0.127 0.119 0.125 0.119 0.129 0.124 0.129 0.096 0.091 0.096 0.090 0.093 0.090 0.096 0.091 0.096 0.089 0.093 0.089 0.093 0.090 0.093 0.091 0.096 0.091 10.155
Unadjusted Dead Load and Drag Areas by Section: Section Label
Unfactored X-Drag Y-Drag X-Drag Y-Drag Dead Load Area All Area All Area Face Area Face (kN) (m^2) (m^2) (m^2) (m^2) ---------------------------------------------------------------------------1 0.861 1.623 1.231 0.687 0.475 2 1.648 2.899 2.116 1.251 0.827 3 1.324 1.965 1.965 0.824 0.824 4 3.517 4.842 4.842 1.933 1.933 Total 7.349 11.330 10.155 4.696 4.060
Project: 33kV Double Circuit Medium Span Towers
Prepared By: SA-RA Project Department Date: 30.05.06
SUMMARY of ANALYSIS RESULTS Page 13/37
SA-RA Energy
CALCULATION SHEET
Subject: Design of S-2S Type Tower
*** Loads Data Vector Load Cases: Load Case Dead Load Description Factor
SF for SF for SF for SF for SF for SF for SF for SF for SF for SF For Trans. Longit. Pole Pole Point Steel Wood Conc. Conc. Conc. Guys Non- Braces Insuls. Found. Wind Wind Trans. Longit. Loads Arms, Poles Poles Ult. First Zero Steel Pressure Pressure Base Rot. Base Rot. and Towers Crack Tens. Arms (Pa) (Pa) (deg) (deg) ----------------------------------------------------------------------------------------------------------------------------------------------------------CASE 1 1.6500 1.00000 0.0000 0.0000 0.0000 0.0000 1.0000 0.0000 0.0000 1.0000 1.0000 0 0 0 0 18 loads CASE 2 1.6500 1.00000 0.0000 0.0000 0.0000 0.0000 1.0000 0.0000 0.0000 1.0000 1.0000 0 0 0 0 18 loads CASE 3 1.6500 1.00000 0.0000 0.0000 0.0000 0.0000 1.0000 0.0000 0.0000 1.0000 1.0000 0 0 0 0 18 loads CASE 4 1.6500 1.00000 0.0000 0.0000 0.0000 0.0000 1.0000 0.0000 0.0000 1.0000 1.0000 0 0 0 0 18 loads CASE 5 1.6500 1.00000 0.0000 0.0000 0.0000 0.0000 1.0000 0.0000 0.0000 1.0000 1.0000 0 0 0 0 6 loads CASE 6 1.6500 1.00000 0.0000 0.0000 0.0000 0.0000 1.0000 0.0000 0.0000 1.0000 1.0000 0 0 0 0 18 loads CASE 7 1.6500 1.00000 0.0000 0.0000 0.0000 0.0000 1.0000 0.0000 0.0000 1.0000 1.0000 0 0 0 0 18 loads CASE 8 1.6500 1.00000 0.0000 0.0000 0.0000 0.0000 1.0000 0.0000 0.0000 1.0000 1.0000 0 0 0 0 1 load CASE 9 1.6500 1.00000 0.0000 0.0000 0.0000 0.0000 1.0000 0.0000 0.0000 1.0000 1.0000 0 0 0 0 15 loads CASE 10 1.6500 1.00000 0.0000 0.0000 0.0000 0.0000 1.0000 0.0000 0.0000 1.0000 1.0000 0 0 0 0 15 loads CASE 11 1.6500 1.00000 0.0000 0.0000 0.0000 0.0000 1.0000 0.0000 0.0000 1.0000 1.0000 0 0 0 0 15 loads CASE 12 1.6500 1.00000 0.0000 0.0000 0.0000 0.0000 1.0000 0.0000 0.0000 1.0000 1.0000 0 0 0 0 15 loads CASE 13 1.6500 1.00000 0.0000 0.0000 0.0000 0.0000 1.0000 0.0000 0.0000 1.0000 1.0000 0 0 0 0 3 loads CASE 14 1.6500 1.00000 0.0000 0.0000 0.0000 0.0000 1.0000 0.0000 0.0000 1.0000 1.0000 0 0 0 0 3 loads CASE 15 1.6500 1.00000 0.0000 0.0000 0.0000 0.0000 1.0000 0.0000 0.0000 1.0000 1.0000 0 0 0 0 3 loads CASE 16 1.6500 1.00000 0.0000 0.0000 0.0000 0.0000 1.0000 0.0000 0.0000 1.0000 1.0000 0 0 0 0 1 load Point Loads for Load Case "CASE 1": Joint Label
Vertical Transverse Longitudinal Load Load Load (N) (N) (N) ---------------------------------------------------21P 3693.47 5444.55 0 21X 3693.47 5444.55 0 20P 3693.47 5444.55 0 20X 3693.47 5444.55 0 19P 3693.47 5444.55 0 19X 3693.47 5444.55 0 14S 0 641 0 14X 0 641 0 14XY 0 641 0
Project: 33kV Double Circuit Medium Span Towers
14Y 7S 7X 7XY 7Y 23S 23X 23XY 23Y
Prepared By: SA-RA Project Department Date: 30.05.06
0 0 0 0 0 0 0 0 0
641 1147.65 1147.65 1147.65 1147.65 1321.95 1321.95 1321.95 1321.95
0 0 0 0 0 0 0 0 0
SUMMARY of ANALYSIS RESULTS Page 14/37
SA-RA Energy
CALCULATION SHEET
Subject: Design of S-2S Type Tower
Point Loads for Load Case "CASE 2": Joint Label
Vertical Transverse Longitudinal Load Load Load (N) (N) (N) ---------------------------------------------------21P 2398.55 5444.55 0 21X 2398.55 5444.55 0 20P 2398.55 5444.55 0 20X 2398.55 5444.55 0 19P 2398.55 5444.55 0 19X 2398.55 5444.55 0 14S 0 641 0 14X 0 641 0 14XY 0 641 0
14Y 7S 7X 7XY 7Y 23S 23X 23XY 23Y
0 0 0 0 0 0 0 0 0
641 1147.65 1147.65 1147.65 1147.65 1321.95 1321.95 1321.95 1321.95
0 0 0 0 0 0 0 0 0
14Y 7S 7X 7XY 7Y 23S 23X 23XY 23Y
0 0 0 0 0 0 0 0 0
456.3 811.95 811.95 811.95 811.95 935.25 935.25 935.25 935.25
1301.85 811.95 811.95 811.95 811.95 935.25 935.25 935.25 935.25
14Y 7S 7X 7XY 7Y 23S 23X 23XY 23Y
0 0 0 0 0 0 0 0 0
456.3 811.95 811.95 811.95 811.95 935.25 935.25 935.25 935.25
1301.85 811.95 811.95 811.95 811.95 935.25 935.25 935.25 935.25
Point Loads for Load Case "CASE 3": Joint Label
Vertical Transverse Longitudinal Load Load Load (N) (N) (N) ---------------------------------------------------21P 3693.47 2869.43 515.03 21X 3693.47 2869.43 515.03 20P 3693.47 2869.43 515.03 20X 3693.47 2869.43 515.03 19P 3693.47 2869.43 515.03 19X 3693.47 2869.43 515.03 14S 0 456.3 1301.85 14X 0 456.3 1301.85 14XY 0 456.3 1301.85 Point Loads for Load Case "CASE 4": Joint Label
Vertical Transverse Longitudinal Load Load Load (N) (N) (N) ---------------------------------------------------21P 2398.55 2869.43 515.03 21X 2398.55 2869.43 515.03 20P 2398.55 2869.43 515.03 20X 2398.55 2869.43 515.03 19P 2398.55 2869.43 515.03 19X 2398.55 2869.43 515.03 14S 0 456.3 1301.85 14X 0 456.3 1301.85 14XY 0 456.3 1301.85 Project: 33kV Double Circuit Medium Span Towers
Prepared By: SA-RA Project Department Date: 30.05.06
SUMMARY of ANALYSIS RESULTS Page 15/37
SA-RA Energy
CALCULATION SHEET
Subject: Design of S-2S Type Tower
Point Loads for Load Case "CASE 5": Joint Label
Vertical Transverse Longitudinal Load Load Load (N) (N) (N) ---------------------------------------------------21P 6386.31 0 0 21X 6386.31 0 0 20P 6386.31 0 0 20X 6386.31 0 0 19P 6386.31 0 0 19X 6386.31 0 0 Point Loads for Load Case "CASE 6": Joint Label
Vertical Transverse Longitudinal Load Load Load (N) (N) (N) ---------------------------------------------------21P 3693.47 0 2177.82 21X 3693.47 0 2177.82 20P 3693.47 0 2177.82 20X 3693.47 0 2177.82 19P 3693.47 0 2177.82 19X 3693.47 0 2177.82 14S 0 0 1753.65 14X 0 0 1753.65 14XY 0 0 1753.65
14Y 7S 7X 7XY 7Y 23S 23X 23XY 23Y
0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 0
1753.65 1147.65 1147.65 1147.65 1147.65 1321.95 1321.95 1321.95 1321.95
14Y 7S 7X 7XY 7Y 23S 23X 23XY 23Y
0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 0
1753.65 1147.65 1147.65 1147.65 1147.65 1321.95 1321.95 1321.95 1321.95
Point Loads for Load Case "CASE 7": Joint Label
Vertical Transverse Longitudinal Load Load Load (N) (N) (N) ---------------------------------------------------21P 2398.55 0 2177.82 21X 2398.55 0 2177.82 20P 2398.55 0 2177.82 20X 2398.55 0 2177.82 19P 2398.55 0 2177.82 19X 2398.55 0 2177.82 14S 0 0 1753.65 14X 0 0 1753.65 14XY 0 0 1753.65
Project: 33kV Double Circuit Medium Span Towers
Prepared By: SA-RA Project Department Date: 30.05.06
SUMMARY of ANALYSIS RESULTS Page 16/37
SA-RA Energy
CALCULATION SHEET
Subject: Design of S-2S Type Tower
Point Loads for Load Case "CASE 8": Joint Label
Vertical Transverse Longitudinal Load Load Load (N) (N) (N) ---------------------------------------------------21P 10212.2 0 0 Point Loads for Load Case "CASE 9": Joint Label
Vertical Transverse Longitudinal Load Load Load (N) (N) (N) ---------------------------------------------------21P 3693.47 5444.55 0 20P 3693.47 5444.55 0 19P 3693.47 5444.55 0 14S 0 641 0 14X 0 641 0 14XY 0 641 0 14Y 0 641 0 7S 0 1147.65 0
7X 7XY 7Y 23S 23X 23XY 23Y
0 0 0 0 0 0 0
1147.65 1147.65 1147.65 1321.95 1321.95 1321.95 1321.95
0 0 0 0 0 0 0
7X 7XY 7Y 23S 23X 23XY 23Y
0 0 0 0 0 0 0
1147.65 1147.65 1147.65 1321.95 1321.95 1321.95 1321.95
0 0 0 0 0 0 0
14S 14X 14XY
0 0 0
456.3 456.3 456.3
1301.85 1301.85 1301.85
Point Loads for Load Case "CASE 10": Joint Label
Vertical Transverse Longitudinal Load Load Load (N) (N) (N) ---------------------------------------------------21P 2398.55 5444.55 0 20P 2398.55 5444.55 0 19P 2398.55 5444.55 0 14S 0 641 0 14X 0 641 0 14XY 0 641 0 14Y 0 641 0 7S 0 1147.65 0 Point Loads for Load Case "CASE 11": Joint Label
Vertical Transverse Longitudinal Load Load Load (N) (N) (N) ---------------------------------------------------21P 3693.47 2869.43 515.03 20P 3693.47 2869.43 515.03 19P 3693.47 2869.43 515.03 Project: 33kV Double Circuit Medium Span Towers
Prepared By: SA-RA Project Department Date: 30.05.06
SUMMARY of ANALYSIS RESULTS Page 17/37
SA-RA Energy 14Y 7S 7X 7XY 7Y
CALCULATION SHEET 0 0 0 0 0
456.3 811.95 811.95 811.95 811.95
1301.85 811.95 811.95 811.95 811.95
Subject: Design of S-2S Type Tower 23S 23X 23XY 23Y
0 0 0 0
935.25 935.25 935.25 935.25
935.25 935.25 935.25 935.25
7X 7XY 7Y 23S 23X 23XY 23Y
0 0 0 0 0 0 0
811.95 811.95 811.95 935.25 935.25 935.25 935.25
811.95 811.95 811.95 935.25 935.25 935.25 935.25
Point Loads for Load Case "CASE 12": Joint Label
Vertical Transverse Longitudinal Load Load Load (N) (N) (N) ---------------------------------------------------21P 2398.55 2869.43 515.03 20P 2398.55 2869.43 515.03 19P 2398.55 2869.43 515.03 14S 0 456.3 1301.85 14X 0 456.3 1301.85 14XY 0 456.3 1301.85 14Y 0 456.3 1301.85 7S 0 811.95 811.95 Point Loads for Load Case "CASE 13": Joint Label
Vertical Transverse Longitudinal Load Load Load (N) (N) (N) ---------------------------------------------------21P 6386.31 0 0 20P 6386.31 0 0 19P 6386.31 0 0
Point Loads for Load Case "CASE 14": Joint Label
Vertical Transverse Longitudinal Load Load Load (N) (N) (N) ---------------------------------------------------21P 3693.47 0 2177.82 20P 3693.47 0 2177.82 19P 3693.47 0 2177.82
Point Loads for Load Case "CASE 15": Joint Label
Vertical Transverse Longitudinal Load Load Load (N) (N) (N) ---------------------------------------------------21P 2398.55 0 2177.82 20P 2398.55 0 2177.82 19P 2398.55 0 2177.82 Point Loads for Load Case "CASE 16": Joint Label
Vertical Transverse Longitudinal Load Load Load (N) (N) (N) ---------------------------------------------------21P 10212.2 0 0 Project: 33kV Double Circuit Medium Span Towers
Prepared By: SA-RA Project Department Date: 30.05.06
SUMMARY of ANALYSIS RESULTS Page 18/37
SA-RA Energy
CALCULATION SHEET
Subject: Design of S-2S Type Tower
*** Analysis Results: Maximum element utilization is 96.79% for Angle "8Y" in load case "CASE 1" Angle Forces For All Load Cases: Positive for tension - negative for compression Group Label
Angle Label
Max. Tens. Max. Comp. LC 1 LC 2 LC 3 LC 4 LC 5 LC 6 LC 7 LC 8 For All LC For All LC (kN) (kN) (kN) (kN) (kN) (kN) (kN) (kN) (kN) (kN) --------------------------------------------------------------------------------------------------------------------55 1P 0.000 -204.530 -204.530 -202.559 -171.579 -169.609 -12.868 -127.596 -125.625 -11.479 53 2P 0.000 -195.147 -195.147 -193.211 -161.811 -159.874 -12.334 -120.626 -118.690 -11.552 49 3P 0.000 -192.557 -192.557 -190.585 -156.854 -154.883 -12.220 -115.382 -113.410 -11.664 47 4P 0.000 -184.402 -184.402 -182.435 -151.975 -150.008 -12.023 -115.274 -113.307 -12.514 45 5P 0.000 -184.445 -184.445 -182.482 -148.379 -146.416 -11.837 -108.577 -106.614 -12.352 43 6P 0.000 -173.161 -173.161 -171.207 -141.602 -139.647 -11.625 -108.395 -106.440 -13.586 41 7P 0.000 -172.885 -172.885 -170.940 -136.120 -134.175 -11.411 -98.656 -96.710 -13.404 39 8P 0.000 -157.319 -157.319 -155.387 -126.862 -124.930 -11.179 -98.408 -96.476 -15.272 37 9P 0.000 -157.188 -157.188 -155.267 -121.491 -119.570 -10.970 -87.620 -85.699 -15.126 35 10P 0.000 -138.864 -138.864 -136.960 -111.458 -109.554 -10.735 -87.578 -85.674 -18.214 33 11P 0.000 -138.245 -138.245 -136.366 -105.847 -103.968 -10.452 -74.561 -72.682 -17.968 31 12P 0.000 -106.231 -106.231 -104.421 -87.984 -86.175 -9.934 -73.189 -71.380 -23.513 25 13P 0.000 -104.585 -104.585 -102.833 -77.658 -75.905 -9.461 -51.232 -49.479 -22.904 22 14P 0.000 -61.796 -61.796 -60.461 -54.211 -52.875 -7.337 -51.612 -50.277 -23.436 20 15P 0.000 -62.252 -62.252 -60.891 -38.428 -37.068 -7.342 -16.881 -15.521 -23.302 14 16P 0.000 -27.762 -27.762 -26.474 -19.613 -18.325 -6.812 -16.658 -15.370 -22.938 11 17P 1.208 -26.083 -26.083 -25.449 -15.861 -15.227 -3.437 -6.840 -6.206 -22.857 9 18P 0.000 -22.296 -2.182 -1.584 -3.204 -2.606 -3.186 -6.744 -6.146 -22.296 3 19P 0.000 -22.053 -2.086 -1.534 -1.665 -1.114 -2.829 -0.703 -0.152 -22.053 56 56-1P 2.836 -4.186 -4.177 -4.186 -2.635 -2.645 0.032 0.154 0.145 0.321 56 56-2P 0.270 -3.657 0.270 0.261 -2.131 -2.139 0.027 -3.649 -3.657 0.034 54 54-1P 3.076 -5.369 -5.369 -5.348 -3.932 -3.911 -0.137 -1.282 -1.261 0.374 54 54-2P 0.000 -4.066 -1.907 -1.889 -3.548 -3.530 -0.113 -4.066 -4.048 -0.146 50 18-1P 5.780 -6.349 5.779 5.780 3.289 3.290 -0.018 -0.327 -0.326 -0.758 50 18-2P 1.377 -5.810 -5.810 -5.809 -3.320 -3.319 -0.018 0.296 0.297 0.726 50 18-3P 0.000 -6.138 -0.561 -0.552 -2.575 -2.566 -0.060 -4.148 -4.139 -0.043 50 18-4P 4.076 -4.646 0.479 0.488 2.494 2.503 -0.060 4.067 4.076 -0.007 48 19-1P 6.910 -6.449 -6.449 -6.441 -3.906 -3.898 -0.054 -0.194 -0.186 0.807 48 19-2P 6.381 -1.592 6.374 6.381 3.831 3.839 -0.054 0.119 0.127 -0.853 48 19-3P 6.795 -0.270 -0.268 -0.270 2.300 2.299 -0.006 4.504 4.503 -0.022 48 19-4P 5.175 -4.523 0.251 0.250 -2.317 -2.319 -0.006 -4.521 -4.523 -0.004 46 20-1P 7.207 -7.823 7.207 7.200 4.294 4.288 0.026 0.060 0.053 -0.933 46 20-2P 1.756 -7.190 -7.183 -7.190 -4.271 -4.278 0.026 -0.036 -0.043 0.929 46 20-3P 0.062 -7.664 0.059 0.062 -2.724 -2.721 -0.029 -5.081 -5.078 -0.010 46 20-4P 5.043 -5.829 -0.101 -0.098 2.682 2.686 -0.029 5.039 5.043 -0.016 44 21-1P 8.902 -8.428 -8.428 -8.423 -5.003 -4.998 -0.037 0.032 0.038 1.041 Project: 33kV Double Circuit Medium Span Towers
Prepared By: SA-RA Project Department Date: 30.05.06
SUMMARY of ANALYSIS RESULTS Page 19/37
SA-RA Energy 44 44 44 42 42 42 42 40 40 40 40 38 38 38 38 36 36 36 36 34 34 34 34 32 32 32 32 26 26 26 26 23 23 23 23 21 21 21 21 15 15 15 15 12 12 12 12 10
21-2P 21-3P 21-4P 22-1P 22-2P 22-3P 22-4P 23-1P 23-2P 23-3P 23-4P 24-1P 24-2P 24-3P 24-4P 25-1P 25-2P 25-3P 25-4P 26-1P 26-2P 26-3P 26-4P 27-1P 27-2P 27-3P 27-4P 28-1P 28-2P 28-3P 28-4P 29-1P 29-2P 29-3P 29-4P 30-1P 30-2P 30-3P 30-4P 31-1P 31-2P 31-3P 31-4P 32-1P 32-2P 32-3P 32-4P 33-1P
CALCULATION SHEET 8.381 8.698 6.594 9.713 2.289 0.000 6.877 12.029 10.202 11.796 8.976 10.298 3.278 0.002 6.242 18.391 14.369 17.978 13.563 14.704 5.103 0.000 8.222 30.602 25.218 30.631 23.674 18.718 1.138 0.000 13.659 20.045 29.370 23.644 13.674 29.189 0.511 0.000 18.858 0.000 12.930 8.481 4.274 13.052 0.196 0.000 5.184 9.610
Project: 33kV Double Circuit Medium Span Towers
-2.007 0.000 -5.974 -10.273 -9.699 -10.055 -7.637 -10.280 -2.714 -0.105 -6.932 -14.630 -11.548 -14.329 -10.889 -11.450 -4.110 0.000 -6.405 -23.492 -18.562 -23.060 -17.478 -20.626 -6.718 -1.866 -11.721 -5.641 -20.317 -17.727 -8.281 -29.503 -0.110 -1.727 -19.172 -20.604 -29.408 -24.211 -13.227 -13.742 -0.752 -1.034 -5.136 -9.842 -13.062 -12.112 -6.521 -13.008
8.376 0.108 -0.087 9.713 -9.692 -0.046 -0.012 -10.280 10.191 -0.099 0.111 10.298 -10.233 -0.011 -0.064 -11.450 11.385 0.365 -0.290 14.704 -14.718 -0.183 0.072 -20.626 20.140 -1.866 1.783 18.440 -20.317 -3.776 3.251 -29.503 29.353 -1.727 1.484 29.143 -29.408 -1.117 0.996 -9.882 8.962 -1.034 0.806 13.052 -13.059 -0.445 0.287 -13.008
8.381 0.102 -0.094 9.707 -9.699 -0.040 -0.006 -10.270 10.202 -0.105 0.106 10.284 -10.246 -0.002 -0.055 -11.443 11.391 0.349 -0.306 14.702 -14.719 -0.170 0.085 -20.552 20.213 -1.859 1.790 18.718 -20.040 -3.704 3.323 -29.487 29.370 -1.686 1.524 29.189 -29.362 -1.104 1.009 -9.741 9.102 -1.003 0.837 13.049 -13.062 -0.417 0.314 -12.972
4.951 3.348 -3.327 5.782 -5.761 -3.828 3.769 -6.030 5.940 3.565 -3.553 5.751 -5.685 -2.900 2.825 -6.091 6.026 2.813 -2.739 7.866 -7.880 -3.466 3.355 -11.750 11.264 3.853 -3.936 8.937 -10.814 -8.265 7.741 -16.508 16.358 7.815 -8.058 15.660 -15.924 -9.344 9.223 -5.581 4.662 0.692 -0.921 6.828 -6.835 -1.499 1.341 -6.926
4.956 3.342 -3.334 5.776 -5.768 -3.822 3.775 -6.019 5.951 3.560 -3.558 5.737 -5.699 -2.891 2.834 -6.084 6.033 2.798 -2.755 7.865 -7.881 -3.453 3.368 -11.677 11.338 3.860 -3.929 9.215 -10.537 -8.193 7.813 -16.492 16.375 7.855 -8.018 15.706 -15.879 -9.331 9.236 -5.441 4.802 0.724 -0.889 6.825 -6.839 -1.471 1.368 -6.890
-0.037 0.023 0.023 0.024 0.024 -0.042 -0.042 -0.067 -0.067 0.017 0.017 0.062 0.062 -0.055 -0.055 -0.046 -0.046 0.069 0.069 -0.003 -0.003 -0.083 -0.083 -0.396 -0.396 -0.057 -0.057 -1.516 -1.516 -0.412 -0.412 -0.110 -0.110 -0.206 -0.206 -0.228 -0.228 -0.088 -0.088 -0.752 -0.752 -0.180 -0.180 0.003 0.003 -0.136 -0.136 -0.176
Subject: Design of S-2S Type Tower -0.085 5.989 -5.968 -0.000 0.021 -6.930 6.871 -0.108 0.019 6.939 -6.926 0.051 0.014 -6.308 6.234 0.167 -0.231 6.464 -6.390 -0.093 0.080 -8.321 8.209 -1.398 0.912 11.637 -11.721 -2.738 0.861 -14.111 13.587 -1.004 0.853 18.929 -19.172 -0.730 0.465 -18.967 18.845 -0.942 0.022 4.908 -5.136 -0.203 0.196 -5.315 5.157 -0.212
Prepared By: SA-RA Project Department Date: 30.05.06
-0.079 5.982 -5.974 -0.007 0.015 -6.924 6.877 -0.098 0.030 6.933 -6.932 0.037 0.000 -6.300 6.242 0.173 -0.225 6.448 -6.405 -0.095 0.078 -8.308 8.222 -1.324 0.985 11.644 -11.713 -2.460 1.138 -14.039 13.659 -0.987 0.870 18.969 -19.132 -0.684 0.511 -18.954 18.858 -0.801 0.162 4.939 -5.105 -0.207 0.193 -5.287 5.184 -0.177
-1.071 0.004 -0.009 -1.219 1.215 -0.018 -0.016 1.406 -1.453 -0.022 0.009 -1.725 1.730 -0.017 -0.021 2.135 -2.171 0.071 -0.054 -2.749 2.748 -0.040 -0.021 3.577 -3.757 -0.387 0.288 -0.814 -0.335 -0.958 0.557 -0.111 -0.082 -0.502 0.410 -0.016 -0.062 -0.537 0.352 -0.306 -0.441 -0.790 0.554 -0.099 -0.113 -0.483 0.398 -0.616 SUMMARY of ANALYSIS RESULTS Page 20/37
SA-RA Energy 10 10 10 4 4 4 4 8 7 8 7 8 7 51 51 27 27 24 24 16 16 13 13 5 5 1 1 52 52 28 28 17 17 6 6 2 2
33-2P 33-3P 33-4P 34-1P 34-2P 34-3P 34-4P BBP BTP MBP MTP TBP TTP 51-TP 51-LP 35-TP 35-LP 36-TP 36-LP 37-TP 37-LP 38-TP 38-LP 39-TP 39-LP 40-TP 40-LP 40P 41P 42P 43P 44P 45P 46P 47P 48P 49P
CALCULATION SHEET 12.841 11.714 6.710 21.772 0.000 0.000 1.224 0.823 9.275 0.000 10.058 0.000 14.953 1.854 2.357 0.000 3.268 9.493 1.234 0.153 3.932 9.232 0.399 0.000 3.665 7.547 0.000 1.113 1.194 0.000 0.673 0.015 2.901 0.000 0.140 2.402 2.275
-0.176 -0.362 -5.188 -0.510 -22.486 -2.498 -1.002 -12.767 -0.339 -12.783 0.000 -14.091 0.000 -1.953 0.000 -10.205 -1.833 -2.216 -1.066 -8.732 0.000 0.000 -1.192 -12.352 -0.132 -1.458 -3.281 0.000 0.000 -4.712 -2.299 -2.100 -2.159 -2.979 -2.221 0.000 0.000
12.805 -0.160 0.161 0.129 -0.731 -0.144 -0.167 -0.922 3.939 -2.836 5.936 -2.669 5.751 -1.939 2.357 -4.480 -1.311 4.252 1.017 -7.265 2.292 5.799 -0.487 -1.963 1.468 4.463 -1.734 0.074 0.038 -1.341 -1.349 -1.228 -1.258 -1.243 -1.302 1.409 1.331
12.841 -0.164 0.157 0.230 -0.630 -0.095 -0.117 0.823 2.083 -0.982 3.973 -0.889 3.861 -1.953 2.340 -3.045 -1.833 2.370 1.234 -5.837 1.716 3.962 -0.248 -0.514 0.887 2.959 -1.162 0.053 0.028 -0.884 -0.893 -0.809 -0.825 -0.817 -0.860 0.931 0.877
6.723 1.139 -1.138 -0.087 -0.515 -0.466 0.155 -3.921 3.801 -5.289 5.222 -5.077 4.995 -0.564 2.091 -6.008 0.810 4.436 0.377 -6.929 3.365 5.035 -0.729 -4.208 1.434 3.823 -1.609 0.074 0.038 -1.341 -1.349 -1.228 -1.258 -1.243 -1.302 1.409 1.331
6.759 1.135 -1.141 0.014 -0.414 -0.417 0.205 -2.175 1.945 -3.436 3.258 -3.297 3.105 -0.577 2.075 -4.574 0.289 2.553 0.593 -5.501 2.790 3.199 -0.491 -2.759 0.853 2.319 -1.037 0.053 0.028 -0.884 -0.893 -0.809 -0.825 -0.817 -0.860 0.931 0.877
-0.176 0.009 0.009 -0.510 -0.510 -0.258 -0.258 -8.724 9.275 -9.313 9.868 -8.931 9.479 0.080 0.094 -7.190 2.599 9.493 -1.066 -7.156 2.897 9.232 -1.192 -7.270 2.921 7.547 -2.869 0.117 0.057 -2.291 -2.299 -2.100 -2.159 -2.128 -2.221 2.402 2.275
Subject: Design of S-2S Type Tower 0.010 5.185 -5.184 -0.362 -0.239 -1.486 1.175 -9.717 2.172 -10.606 3.082 -10.292 2.755 1.388 1.477 -10.205 3.268 3.434 -0.178 -8.732 3.932 2.994 -1.171 -9.162 1.083 1.804 -1.267 0.074 0.038 -1.341 -1.349 -1.228 -1.258 -1.243 -1.302 1.409 1.331
0.046 5.181 -5.188 -0.261 -0.139 -1.436 1.224 -7.972 0.317 -8.753 1.119 -8.511 0.865 1.374 1.461 -8.770 2.747 1.552 0.038 -7.303 3.356 1.158 -0.932 -7.713 0.501 0.300 -0.695 0.053 0.028 -0.884 -0.893 -0.809 -0.825 -0.817 -0.860 0.931 0.877
0.365 -0.362 0.290 21.772 -22.486 -0.512 -0.001 0.330 -0.339 -0.439 0.464 -14.091 14.953 0.285 0.133 -0.512 -0.559 0.151 0.531 -0.306 0.476 0.576 0.399 -12.352 3.665 -1.128 -3.281 0.038 0.027 -0.035 -0.059 0.015 0.033 -1.667 -1.822 1.954 1.802
Angle Forces For All Load Cases (Continued): Group Label
Angle Label
LC 9
LC 10
LC 11
LC 12
LC 13
LC 14
LC 15
LC 16
(kN) (kN) (kN) (kN) (kN) (kN) (kN) (kN) --------------------------------------------------------------------------------------------55 1P -125.160 -121.988 -123.487 -120.315 -18.794 -45.048 -41.876 -11.479 53 2P -118.632 -115.291 -115.750 -112.409 -19.264 -44.492 -41.151 -11.552 49 3P -116.482 -112.987 -110.447 -106.953 -19.732 -40.482 -36.987 -11.664 47 4P -111.976 -108.093 -109.795 -105.912 -21.473 -48.961 -45.079 -12.514 Project: 33kV Double Circuit Medium Span Towers
Prepared By: SA-RA Project Department Date: 30.05.06
SUMMARY of ANALYSIS RESULTS Page 21/37
SA-RA Energy 45 43 41 39 37 35 33 31 25 22 20 14 11 9 3 56 56 54 54 50 50 50 50 48 48 48 48 46 46 46 46 44 44 44 44 42 42 42 42 40 40 40 40 38 38 38 38 36
5P -111.941 -108.057 -104.395 -100.511 6P -105.699 -101.282 -103.455 -99.038 7P -105.471 -101.060 -95.511 -91.100 8P -97.231 -92.051 -94.735 -89.555 9P -97.094 -91.914 -85.599 -80.419 10P -90.479 -84.062 -89.117 -82.700 11P -90.017 -83.636 -77.182 -70.801 12P -78.872 -70.406 -83.505 -75.040 13P -77.613 -69.283 -66.631 -58.301 14P -47.094 -41.360 -52.589 -46.856 15P -47.325 -41.551 -30.931 -25.157 16P -22.367 -18.818 -19.417 -15.868 17P -20.655 -17.732 -13.331 -10.408 18P -8.391 -5.605 -10.914 -8.128 19P -8.301 -5.529 -7.807 -5.035 56-1P -3.028 -3.156 -1.321 -1.450 56-2P 0.122 0.102 -2.724 -2.744 54-1P -3.801 -3.956 -2.054 -2.209 54-2P -1.128 -1.084 -3.770 -3.725 18-1P 3.154 3.436 0.260 0.543 18-2P -3.186 -3.468 -2.864 -3.146 18-3P -0.340 -0.329 -3.559 -3.547 18-4P 0.290 0.287 0.969 0.967 19-1P -3.487 -3.799 -0.465 -0.777 19-2P 3.440 3.760 3.292 3.612 19-3P -0.171 -0.168 3.569 3.572 19-4P 0.145 0.141 -0.758 -0.762 20-1P 3.882 4.232 0.441 0.792 20-2P -3.884 -4.241 -3.670 -4.028 20-3P 0.035 0.036 -4.107 -4.106 20-4P -0.061 -0.058 0.895 0.897 21-1P -4.657 -5.056 -0.640 -1.039 21-2P 4.627 5.032 4.275 4.679 21-3P 0.059 0.054 4.882 4.876 21-4P -0.063 -0.064 -1.267 -1.268 22-1P 5.360 5.819 0.743 1.203 22-2P -5.366 -5.832 -4.979 -5.445 22-3P -0.028 -0.024 -5.616 -5.613 22-4P -0.006 -0.004 1.405 1.407 23-1P -5.153 -5.690 -0.093 -0.630 23-2P 5.104 5.652 5.022 5.569 23-3P -0.080 -0.077 5.684 5.687 23-4P 0.066 0.058 -0.780 -0.788 24-1P 4.082 4.734 -1.445 -0.793 24-2P -4.070 -4.736 -4.576 -5.242 24-3P -0.001 0.002 -5.455 -5.452 24-4P -0.038 -0.032 -0.541 -0.535 25-1P -3.694 -4.518 2.882 2.058
Project: 33kV Double Circuit Medium Span Towers
CALCULATION SHEET -21.310 -23.769 -23.568 -27.197 -27.043 -32.994 -32.652 -42.761 -41.897 -29.027 -29.108 -17.961 -14.729 -13.979 -13.779 0.619 0.081 0.734 -0.246 -1.408 1.377 -0.071 -0.003 1.523 -1.592 -0.026 0.008 -1.738 1.756 -0.015 -0.025 1.959 -2.007 0.019 -0.003 -2.273 2.289 -0.029 -0.025 2.633 -2.714 -0.023 0.031 -3.224 3.278 -0.027 -0.041 4.050
-38.947 -50.662 -36.598 -53.672 -32.482 -60.015 -24.154 -72.720 -30.685 -49.478 -5.783 -21.264 -1.716 -19.267 -6.487 2.836 -2.927 3.076 -3.418 -6.349 -4.558 -6.138 -4.644 6.910 5.198 6.792 5.175 -7.823 -5.830 -7.664 -5.829 8.902 6.573 8.698 6.594 -10.273 -7.628 -10.055 -7.637 12.029 8.978 11.793 8.976 -14.630 -10.881 -14.329 -10.889 18.391
-35.063 -46.244 -32.188 -48.492 -27.302 -53.598 -17.773 -64.254 -22.356 -43.744 -0.009 -17.715 1.208 -16.481 -3.716 2.708 -2.946 2.921 -3.373 -6.066 -4.840 -6.126 -4.646 6.598 5.518 6.795 5.171 -7.472 -6.188 -7.663 -5.826 8.502 6.978 8.692 6.593 -9.814 -8.094 -10.052 -7.634 11.492 9.525 11.796 8.968 -13.978 -11.548 -14.327 -10.883 17.567
Subject: Design of S-2S Type Tower
-12.352 -13.586 -13.404 -15.272 -15.126 -18.214 -17.968 -23.513 -22.904 -23.436 -23.302 -22.938 -22.857 -22.296 -22.053 0.321 0.034 0.374 -0.146 -0.758 0.726 -0.043 -0.007 0.807 -0.853 -0.022 -0.004 -0.933 0.929 -0.010 -0.016 1.041 -1.071 0.004 -0.009 -1.219 1.215 -0.018 -0.016 1.406 -1.453 -0.022 0.009 -1.725 1.730 -0.017 -0.021 2.135
Prepared By: SA-RA Project Department Date: 30.05.06
SUMMARY of ANALYSIS RESULTS Page 22/37
SA-RA Energy 36 36 36 34 34 34 34 32 32 32 32 26 26 26 26 23 23 23 23 21 21 21 21 15 15 15 15 12 12 12 12 10 10 10 10 4 4 4 4 8 7 8 7 8 7 51 51 27
25-2P 25-3P 25-4P 26-1P 26-2P 26-3P 26-4P 27-1P 27-2P 27-3P 27-4P 28-1P 28-2P 28-3P 28-4P 29-1P 29-2P 29-3P 29-4P 30-1P 30-2P 30-3P 30-4P 31-1P 31-2P 31-3P 31-4P 32-1P 32-2P 32-3P 32-4P 33-1P 33-2P 33-3P 33-4P 34-1P 34-2P 34-3P 34-4P BBP BTP MBP MTP TBP TTP 51-TP 51-LP 35-TP
3.658 0.246 -0.229 4.804 -4.832 -0.118 0.060 -7.366 7.144 -1.346 1.248 17.761 -18.636 -2.748 2.407 -16.492 16.361 -1.266 1.174 16.365 -16.438 -0.901 0.767 -12.625 12.301 -0.925 0.755 6.680 -6.746 -0.389 0.365 -6.645 6.624 -0.230 0.154 8.143 -8.259 -0.210 -0.046 -1.358 4.392 -2.837 5.931 -2.549 5.624 -1.064 1.405 -4.089
CALCULATION SHEET 4.489 0.217 -0.215 5.839 -5.869 -0.105 0.060 -8.648 8.500 -1.231 1.139 15.267 -15.864 -2.467 2.198 -16.427 16.313 -1.116 1.064 16.307 -16.334 -0.795 0.674 -9.850 9.667 -0.776 0.638 6.612 -6.681 -0.307 0.310 -6.563 6.578 -0.192 0.112 5.393 -5.409 -0.154 -0.052 0.302 2.626 -0.948 3.929 -0.783 3.750 -1.168 1.359 -2.385
Project: 33kV Double Circuit Medium Span Towers
4.639 5.985 1.487 -3.592 -6.128 -7.562 -2.073 3.632 9.066 9.511 3.237 10.221 -15.686 -10.043 3.686 -4.782 14.374 11.071 -2.360 4.280 -14.064 -12.519 3.597 -9.539 11.105 1.529 1.329 1.250 -5.954 -3.108 -1.317 -1.299 5.885 2.607 1.699 7.738 -8.450 -0.746 -0.256 -4.792 4.725 -5.831 5.846 -5.079 5.090 0.188 1.832 -5.971
5.469 5.955 1.501 -2.556 -7.165 -7.548 -2.073 2.350 10.421 9.627 3.129 7.726 -12.913 -9.761 3.477 -4.717 14.326 11.221 -2.470 4.222 -13.961 -12.413 3.504 -6.764 8.471 1.678 1.212 1.182 -5.889 -3.027 -1.371 -1.217 5.839 2.645 1.657 4.988 -5.600 -0.690 -0.262 -3.132 2.959 -3.942 3.844 -3.314 3.216 0.085 1.786 -4.267
-4.110 0.137 -0.075 -5.118 5.103 -0.086 -0.015 6.289 -6.718 -0.591 0.513 12.156 -13.818 -1.444 0.976 -0.348 0.210 -0.747 0.535 0.282 -0.512 -0.547 0.435 -13.742 12.930 -0.758 0.553 0.322 -0.332 -0.403 0.267 -0.403 0.228 -0.196 0.194 13.545 -14.069 -0.289 0.017 -8.299 8.833 -9.490 10.058 -8.857 9.402 0.523 0.240 -8.517
13.539 17.978 13.549 -23.492 -17.525 -23.060 -17.477 30.602 23.863 30.515 23.674 -3.147 -16.926 -17.727 -8.072 19.981 20.973 23.494 13.674 -20.546 -20.532 -24.211 -13.134 -3.995 11.857 8.332 4.274 -9.774 -9.953 -12.112 -6.466 9.528 10.010 11.677 6.710 6.734 -9.172 -2.498 -0.995 -12.767 5.423 -12.783 5.617 -10.613 3.484 1.854 1.498 -9.717
14.369 17.949 13.563 -22.457 -18.562 -23.046 -17.478 29.320 25.218 30.631 23.566 -5.641 -14.154 -17.445 -8.281 20.045 20.925 23.644 13.564 -20.604 -20.429 -24.105 -13.227 -1.221 9.223 8.481 4.157 -9.842 -9.888 -12.030 -6.521 9.610 9.964 11.714 6.669 3.985 -6.322 -2.443 -1.002 -11.107 3.657 -10.894 3.615 -8.847 1.610 1.750 1.452 -8.013
Subject: Design of S-2S Type Tower
-2.171 0.071 -0.054 -2.749 2.748 -0.040 -0.021 3.577 -3.757 -0.387 0.288 -0.814 -0.335 -0.958 0.557 -0.111 -0.082 -0.502 0.410 -0.016 -0.062 -0.537 0.352 -0.306 -0.441 -0.790 0.554 -0.099 -0.113 -0.483 0.398 -0.616 0.365 -0.362 0.290 21.772 -22.486 -0.512 -0.001 0.330 -0.339 -0.439 0.464 -14.091 14.953 0.285 0.133 -0.512
Prepared By: SA-RA Project Department Date: 30.05.06
SUMMARY of ANALYSIS RESULTS Page 23/37
SA-RA Energy 27 24 24 16 16 13 13 5 5 1 1 52 52 28 28 17 17 6 6 2 2
35-LP 36-TP 36-LP 37-TP 37-LP 38-TP 38-LP 39-TP 39-LP 40-TP 40-LP 40P 41P 42P 43P 44P 45P 46P 47P 48P 49P
CALCULATION SHEET -1.376 -0.502 0.566 -0.692 1.416 5.490 -0.468 -2.334 0.827 -0.307 -1.240 0.040 0.028 -0.354 -0.373 -0.313 -0.292 -0.269 -0.367 0.745 0.658
-1.556 -0.511 0.671 -0.745 0.904 3.684 -0.276 -0.779 0.370 -0.155 -0.826 0.030 0.023 -0.125 -0.145 -0.103 -0.076 -0.057 -0.146 0.506 0.431
-0.015 -0.630 0.270 -0.470 2.941 5.283 -0.632 -4.212 0.833 -0.580 -1.102 0.295 0.303 -1.464 -0.257 -0.608 0.329 -0.997 -0.371 0.909 0.614
-0.195 -0.639 0.375 -0.524 2.429 3.477 -0.439 -2.657 0.376 -0.428 -0.689 0.284 0.298 -1.235 -0.028 -0.399 0.546 -0.784 -0.150 0.670 0.387
0.918 0.253 -0.516 0.153 2.581 9.083 -0.962 -7.794 2.308 -0.621 -2.087 0.065 0.034 -1.165 -1.173 -1.066 -1.090 -1.078 -1.131 1.224 1.156
0.105 -2.207 0.038 -0.407 2.655 4.826 -0.875 -8.047 0.325 -1.458 -0.683 1.113 1.194 -4.712 0.444 -1.244 2.684 -2.979 -0.081 1.457 0.447
-0.075 -2.216 0.142 -0.461 2.143 3.019 -0.683 -6.492 -0.132 -1.306 -0.269 1.102 1.189 -4.483 0.673 -1.034 2.901 -2.766 0.140 1.218 0.220
Subject: Design of S-2S Type Tower
-0.559 0.151 0.531 -0.306 0.476 0.576 0.399 -12.352 3.665 -1.128 -3.281 0.038 0.027 -0.035 -0.059 0.015 0.033 -1.667 -1.822 1.954 1.802
*** Analysis Results for Load Case No. 1 "CASE 1" Equilibrium Joint Positions and Rotations: Joint X-Displ Y-Displ Z-Displ X-Rot Y-Rot Z-Rot X-Pos Y-Pos Z-Pos Label (m) (m) (m) (deg) (deg) (deg) (m) (m) (m) ------------------------------------------------------------------------------------------------------------------1P 0 0 0 0.0000 0.0000 0.0000 0.746 0.746 0 11P 0.0007639 0.1487 -0.005944 -1.5917 -0.0703 0.0098 0.2008 0.3487 12.89 18P -0.0005976 0.3283 -0.008048 -2.1039 -0.0133 -0.0058 0.1994 0.5283 17.99 19P 0.0009051 0.1487 -0.04815 -1.7845 -0.0230 -0.0142 0.0009051 1.749 12.85 20P 2.246e-005 0.2247 -0.05883 -2.1117 -0.0092 -0.0105 2.246e-005 1.825 15.14 21P -0.0002813 0.3099 -0.06048 -2.1506 -0.0102 -0.0084 -0.0002813 1.91 17.44 1X 0 0 0 0.0000 0.0000 0.0000 0.746 -0.746 0 1XY 0 0 0 0.0000 0.0000 0.0000 -0.746 -0.746 0 1Y 0 0 0 0.0000 0.0000 0.0000 -0.746 0.746 0 11X 0.0006919 0.1487 0.004964 -1.5831 0.0212 -0.0329 0.2007 -0.0513 12.9 11XY 0.0006506 0.1488 0.004845 -1.5906 -0.0604 -0.0199 -0.1993 -0.05121 12.9 11Y 0.0007764 0.1488 -0.006075 -1.5946 0.0245 0.0129 -0.1992 0.3488 12.89 18X -0.0006588 0.3283 0.006672 -2.0990 -0.0182 -0.0129 0.1993 0.1283 18.01 18XY -0.0006434 0.3283 0.006586 -2.0922 -0.0079 -0.0087 -0.2006 0.1283 18.01 18Y -0.0005811 0.3284 -0.008133 -2.1054 -0.0173 -0.0074 -0.2006 0.5284 17.99 19X 0.0001833 0.1489 0.04491 -1.6577 -0.0175 -0.0166 0.0001833 -1.451 12.94 20X -0.0001587 0.225 0.05539 -1.9883 -0.0124 0.0060 -0.0001587 -1.375 15.26 21X -0.0008429 0.3101 0.05697 -2.0297 -0.0096 -0.0129 -0.0008429 -1.29 17.56 Project: 33kV Double Circuit Medium Span Towers
Prepared By: SA-RA Project Department Date: 30.05.06
SUMMARY of ANALYSIS RESULTS Page 24/37
SA-RA Energy
CALCULATION SHEET
Subject: Design of S-2S Type Tower
Joint Support Reactions: Joint Label
X-Force % Y-Force % Z-Force Comp. % Uplift % X-Moment % Y-Moment % Z-Moment % Max. % (kN) Usage (kN) Usage (kN) Usage Usage (kN-m) Usage (kN-m) Usage (kN-m) Usage Usage ----------------------------------------------------------------------------------------------------------------------------------------1P -9.138 0.0 -11.570 0.0 207.139 0.0 0.0 0.222 0.0 -0.436 0.0 -0.017 0.0 0.0 1X 8.353 0.0 -10.970 0.0 -189.356 0.0 0.0 0.173 0.0 0.423 0.0 -0.014 0.0 0.0 1XY -8.365 0.0 -10.796 0.0 -189.321 0.0 0.0 0.183 0.0 -0.399 0.0 0.018 0.0 0.0 1Y 9.149 0.0 -11.763 0.0 207.037 0.0 0.0 0.209 0.0 0.462 0.0 0.016 0.0 0.0 *** Analysis Results for Load Case No. 2 "CASE 2" Equilibrium Joint Positions and Rotations: Joint X-Displ Y-Displ Z-Displ X-Rot Y-Rot Z-Rot X-Pos Y-Pos Z-Pos Label (m) (m) (m) (deg) (deg) (deg) (m) (m) (m) ------------------------------------------------------------------------------------------------------------------1P 0 0 0 0.0000 0.0000 0.0000 0.746 0.746 0 11P 0.0007462 0.1487 -0.005802 -1.5914 -0.0687 0.0113 0.2007 0.3487 12.89 18P -0.0006043 0.3283 -0.007851 -2.1019 -0.0124 -0.0037 0.1994 0.5283 17.99 19P 0.0007936 0.1487 -0.04764 -1.7631 -0.0221 -0.0094 0.0007936 1.749 12.85 20P 2.285e-006 0.2248 -0.0583 -2.0908 -0.0097 -0.0101 2.285e-006 1.825 15.14 21P -0.0003678 0.3099 -0.05993 -2.1301 -0.0101 -0.0051 -0.0003678 1.91 17.44 1X 0 0 0 0.0000 0.0000 0.0000 0.746 -0.746 0 1XY 0 0 0 0.0000 0.0000 0.0000 -0.746 -0.746 0 1Y 0 0 0 0.0000 0.0000 0.0000 -0.746 0.746 0 11X 0.0007046 0.1487 0.005109 -1.5850 0.0217 -0.0297 0.2007 -0.05129 12.91 11XY 0.0006682 0.1488 0.004988 -1.5910 -0.0620 -0.0185 -0.1993 -0.05123 12.9 11Y 0.0007637 0.1487 -0.005931 -1.5927 0.0241 0.0161 -0.1992 0.3487 12.89 18X -0.0006467 0.3283 0.006869 -2.1001 -0.0180 -0.0098 0.1994 0.1283 18.01 18XY -0.0006367 0.3283 0.006783 -2.0941 -0.0088 -0.0065 -0.2006 0.1283 18.01 18Y -0.0005932 0.3284 -0.007936 -2.1043 -0.0175 -0.0043 -0.2006 0.5284 17.99 19X 0.0002948 0.1489 0.04541 -1.6792 -0.0184 -0.0118 0.0002948 -1.451 12.95 20X -0.0001385 0.2249 0.05593 -2.0092 -0.0119 0.0064 -0.0001385 -1.375 15.26 21X -0.0007564 0.3101 0.05751 -2.0503 -0.0097 -0.0096 -0.0007564 -1.29 17.56 Joint Support Reactions: Joint Label
X-Force % Y-Force % Z-Force Comp. % Uplift % X-Moment % Y-Moment % Z-Moment % Max. % (kN) Usage (kN) Usage (kN) Usage Usage (kN-m) Usage (kN-m) Usage (kN-m) Usage Usage ----------------------------------------------------------------------------------------------------------------------------------------1P -9.055 0.0 -11.488 0.0 205.186 0.0 0.0 0.218 0.0 -0.431 0.0 -0.017 0.0 0.0 1X 8.439 0.0 -11.056 0.0 -191.287 0.0 0.0 0.177 0.0 0.427 0.0 -0.014 0.0 0.0 1XY -8.447 0.0 -10.878 0.0 -191.274 0.0 0.0 0.188 0.0 -0.404 0.0 0.018 0.0 0.0 1Y 9.063 0.0 -11.677 0.0 205.106 0.0 0.0 0.205 0.0 0.458 0.0 0.016 0.0 0.0 Project: 33kV Double Circuit Medium Span Towers
Prepared By: SA-RA Project Department Date: 30.05.06
SUMMARY of ANALYSIS RESULTS Page 25/37
SA-RA Energy
CALCULATION SHEET
Subject: Design of S-2S Type Tower
*** Analysis Results for Load Case No. 3 "CASE 3" Equilibrium Joint Positions and Rotations: Joint X-Displ Y-Displ Z-Displ X-Rot Y-Rot Z-Rot X-Pos Y-Pos Z-Pos Label (m) (m) (m) (deg) (deg) (deg) (m) (m) (m) ------------------------------------------------------------------------------------------------------------------1P 0 0 0 0.0000 0.0000 0.0000 0.746 0.746 0 11P 0.03874 0.08128 -0.004846 -0.8619 0.3506 0.0006 0.2387 0.2813 12.9 18P 0.0803 0.1791 -0.006391 -1.1465 0.4756 -0.0144 0.2803 0.3791 17.99 19P 0.03915 0.08127 -0.02738 -1.0233 0.3714 -0.0240 0.03915 1.681 12.87 20P 0.05715 0.1228 -0.03268 -1.1711 0.4758 -0.0152 0.05715 1.723 15.17 21P 0.07656 0.169 -0.03365 -1.1961 0.4800 -0.0178 0.07656 1.769 17.47 1X 0 0 0 0.0000 0.0000 0.0000 0.746 -0.746 0 1XY 0 0 0 0.0000 0.0000 0.0000 -0.746 -0.746 0 1Y 0 0 0 0.0000 0.0000 0.0000 -0.746 0.746 0 11X 0.03865 0.08134 0.001119 -0.8742 0.4008 -0.0129 0.2386 -0.1187 12.9 11XY 0.03862 0.08142 0.003747 -0.8609 0.3605 -0.0107 -0.1614 -0.1186 12.9 11Y 0.03873 0.0814 -0.002229 -0.8857 0.4041 -0.0070 -0.1613 0.2814 12.9 18X 0.08023 0.179 0.001598 -1.1381 0.4739 -0.0033 0.2802 -0.02098 18 18XY 0.08025 0.1791 0.004929 -1.1348 0.4810 -0.0001 -0.1197 -0.02092 18 18Y 0.08031 0.1791 -0.003058 -1.1444 0.4748 -0.0170 -0.1197 0.3791 18 19X 0.03843 0.08152 0.02414 -0.8965 0.3770 -0.0068 0.03843 -1.518 12.92 20X 0.05697 0.1231 0.02924 -1.0477 0.4727 0.0107 0.05697 -1.477 15.23 21X 0.076 0.1692 0.03014 -1.0752 0.4806 -0.0035 0.076 -1.431 17.53 Joint Support Reactions: Joint Label
X-Force % Y-Force % Z-Force Comp. % Uplift % X-Moment % Y-Moment % Z-Moment % Max. % (kN) Usage (kN) Usage (kN) Usage Usage (kN-m) Usage (kN-m) Usage (kN-m) Usage Usage ----------------------------------------------------------------------------------------------------------------------------------------1P -9.129 0.0 -9.337 0.0 174.872 0.0 0.0 0.258 0.0 -0.315 0.0 -0.005 0.0 0.0 1X 0.703 0.0 -3.666 0.0 -45.797 0.0 0.0 -0.022 0.0 0.156 0.0 -0.012 0.0 0.0 1XY -8.356 0.0 -8.563 0.0 -157.053 0.0 0.0 0.219 0.0 -0.279 0.0 0.006 0.0 0.0 1Y 1.499 0.0 -4.459 0.0 63.478 0.0 0.0 0.015 0.0 0.195 0.0 0.014 0.0 0.0 *** Analysis Results for Load Case No. 4 "CASE 4" Equilibrium Joint Positions and Rotations: Joint X-Displ Y-Displ Z-Displ X-Rot Y-Rot Z-Rot X-Pos Y-Pos Z-Pos Label (m) (m) (m) (deg) (deg) (deg) (m) (m) (m) ------------------------------------------------------------------------------------------------------------------1P 0 0 0 0.0000 0.0000 0.0000 0.746 0.746 0 11P 0.03872 0.08131 -0.004704 -0.8616 0.3522 0.0021 0.2387 0.2813 12.9 18P 0.08029 0.1791 -0.006193 -1.1446 0.4765 -0.0123 0.2803 0.3791 17.99 Project: 33kV Double Circuit Medium Span Towers
Prepared By: SA-RA Project Department Date: 30.05.06
SUMMARY of ANALYSIS RESULTS Page 26/37
SA-RA Energy 19P 20P 21P 1X 1XY 1Y 11X 11XY 11Y 18X 18XY 18Y 19X 20X 21X
0.03904 0.05713 0.07647 0 0 0 0.03866 0.03864 0.03872 0.08025 0.08026 0.0803 0.03854 0.05699 0.07609
CALCULATION SHEET 0.08131 0.1229 0.169 0 0 0 0.08135 0.0814 0.08139 0.179 0.1791 0.1791 0.08148 0.123 0.1692
-0.02687 -0.03215 -0.0331 0 0 0 0.001263 0.00389 -0.002085 0.001795 0.005126 -0.002861 0.02464 0.02978 0.03068
-1.0018 -1.1501 -1.1756 0.0000 0.0000 0.0000 -0.8761 -0.8612 -0.8838 -1.1392 -1.1368 -1.1434 -0.9179 -1.0686 -1.0958
0.3723 0.4753 0.4801 0.0000 0.0000 0.0000 0.4013 0.3589 0.4037 0.4741 0.4801 0.4746 0.3760 0.4732 0.4805
-0.0193 -0.0148 -0.0145 0.0000 0.0000 0.0000 -0.0098 -0.0092 -0.0039 -0.0002 0.0021 -0.0139 -0.0020 0.0110 -0.0002
0.03904 0.05713 0.07647 0.746 -0.746 -0.746 0.2387 -0.1614 -0.1613 0.2802 -0.1197 -0.1197 0.03854 0.05699 0.07609
Subject: Design of S-2S Type Tower 1.681 1.723 1.769 -0.746 -0.746 0.746 -0.1186 -0.1186 0.2814 -0.02096 -0.02092 0.3791 -1.519 -1.477 -1.431
12.87 15.17 17.47 0 0 0 12.9 12.9 12.9 18 18.01 18 12.92 15.23 17.53
Joint Support Reactions: Joint Label
X-Force % Y-Force % Z-Force Comp. % Uplift % X-Moment % Y-Moment % Z-Moment % Max. % (kN) Usage (kN) Usage (kN) Usage Usage (kN-m) Usage (kN-m) Usage (kN-m) Usage Usage ----------------------------------------------------------------------------------------------------------------------------------------1P -9.047 0.0 -9.255 0.0 172.918 0.0 0.0 0.253 0.0 -0.311 0.0 -0.005 0.0 0.0 1X 0.789 0.0 -3.751 0.0 -47.728 0.0 0.0 -0.018 0.0 0.160 0.0 -0.012 0.0 0.0 1XY -8.439 0.0 -8.645 0.0 -159.007 0.0 0.0 0.223 0.0 -0.283 0.0 0.005 0.0 0.0 1Y 1.413 0.0 -4.373 0.0 61.546 0.0 0.0 0.010 0.0 0.190 0.0 0.013 0.0 0.0 *** Analysis Results for Load Case No. 5 "CASE 5" Equilibrium Joint Positions and Rotations: Joint X-Displ Y-Displ Z-Displ X-Rot Y-Rot Z-Rot X-Pos Y-Pos Z-Pos Label (m) (m) (m) (deg) (deg) (deg) (m) (m) (m) ------------------------------------------------------------------------------------------------------------------1P 0 0 0 0.0000 0.0000 0.0000 0.746 0.746 0 11P 9.34e-005 -0.0001152 -0.0008456 -0.0012 -0.0084 -0.0082 0.2001 0.1999 12.9 18P 3.685e-005 -1.521e-005 -0.001141 -0.0099 -0.0046 -0.0117 0.2 0.2 18 19P 0.0005927 -0.0002171 -0.002672 -0.1080 -0.0046 -0.0253 0.0005927 1.6 12.9 20P 0.0001325 -0.0002172 -0.002831 -0.1052 0.0026 -0.0030 0.0001325 1.6 15.2 21P 0.0004607 -0.0002178 -0.002892 -0.1032 -0.0005 -0.0175 0.0004607 1.6 17.5 1X 0 0 0 0.0000 0.0000 0.0000 0.746 -0.746 0 1XY 0 0 0 0.0000 0.0000 0.0000 -0.746 -0.746 0 1Y 0 0 0 0.0000 0.0000 0.0000 -0.746 0.746 0 11X -6.868e-005 -4.682e-005 -0.0008552 0.0098 -0.0026 -0.0165 0.1999 -0.2 12.9 11XY -9.34e-005 0.0001152 -0.0008456 0.0012 0.0084 -0.0082 -0.2001 -0.1999 12.9 11Y 6.868e-005 4.682e-005 -0.0008552 -0.0098 0.0026 -0.0165 -0.1999 0.2 12.9 18X -6.413e-005 -8.698e-005 -0.00114 0.0054 -0.0009 -0.0167 0.1999 -0.2001 18 18XY -3.685e-005 1.521e-005 -0.001141 0.0099 0.0046 -0.0117 -0.2 -0.2 18 Project: 33kV Double Circuit Medium Span Towers
Prepared By: SA-RA Project Department Date: 30.05.06
SUMMARY of ANALYSIS RESULTS Page 27/37
SA-RA Energy 18Y 19X 20X 21X
6.413e-005 -0.0005927 -0.0001325 -0.0004607
CALCULATION SHEET 8.698e-005 0.0002171 0.0002172 0.0002178
-0.00114 -0.002672 -0.002831 -0.002892
-0.0054 0.1080 0.1052 0.1032
0.0009 0.0046 -0.0026 0.0005
-0.0167 -0.1999 -0.0253 -0.0005927 -0.0030 -0.0001325 -0.0175 -0.0004607
Subject: Design of S-2S Type Tower 0.2001 -1.6 -1.6 -1.6
18 12.9 15.2 17.5
Joint Support Reactions: Joint Label
X-Force % Y-Force % Z-Force Comp. % Uplift % X-Moment % Y-Moment % Z-Moment % Max. % (kN) Usage (kN) Usage (kN) Usage Usage (kN-m) Usage (kN-m) Usage (kN-m) Usage Usage ----------------------------------------------------------------------------------------------------------------------------------------1P -0.558 0.0 -0.559 0.0 12.971 0.0 0.0 0.029 0.0 -0.027 0.0 0.001 0.0 0.0 1X -0.577 0.0 0.574 0.0 12.857 0.0 0.0 -0.027 0.0 -0.029 0.0 0.002 0.0 0.0 1XY 0.558 0.0 0.559 0.0 12.971 0.0 0.0 -0.029 0.0 0.027 0.0 0.001 0.0 0.0 1Y 0.577 0.0 -0.574 0.0 12.857 0.0 0.0 0.027 0.0 0.029 0.0 0.002 0.0 0.0 *** Analysis Results for Load Case No. 6 "CASE 6" Equilibrium Joint Positions and Rotations: Joint X-Displ Y-Displ Z-Displ X-Rot Y-Rot Z-Rot X-Pos Y-Pos Z-Pos Label (m) (m) (m) (deg) (deg) (deg) (m) (m) (m) ------------------------------------------------------------------------------------------------------------------1P 0 0 0 0.0000 0.0000 0.0000 0.746 0.746 0 11P 0.08781 -0.0005295 -0.003751 0.0091 0.9147 -0.0233 0.2878 0.1995 12.9 18P 0.1897 0.0002163 -0.004865 -0.0189 1.1785 -0.0413 0.3897 0.2002 18 19P 0.08895 -0.0005593 -0.002732 -0.1218 0.9043 -0.0532 0.08895 1.599 12.9 20P 0.1327 -6.256e-005 -0.001593 -0.0518 1.1560 -0.0380 0.1327 1.6 15.2 21P 0.1805 3.712e-005 -0.001979 -0.0699 1.1869 -0.0458 0.1805 1.6 17.5 1X 0 0 0 0.0000 0.0000 0.0000 0.746 -0.746 0 1XY 0 0 0 0.0000 0.0000 0.0000 -0.746 -0.746 0 1Y 0 0 0 0.0000 0.0000 0.0000 -0.746 0.746 0 11X 0.08769 -0.0004325 -0.003685 -0.0331 0.9191 0.0250 0.2877 -0.2004 12.9 11XY 0.08769 -0.0003907 0.002652 0.0102 0.9247 0.0132 -0.1123 -0.2004 12.9 11Y 0.08778 -0.0003736 0.002575 -0.0446 0.9225 -0.0449 -0.1122 0.1996 12.9 18X 0.1896 0.0001992 -0.004833 -0.0033 1.1792 0.0245 0.3896 -0.1998 18 18XY 0.1897 0.0002368 0.003403 -0.0072 1.1840 0.0268 -0.01033 -0.1998 18 18Y 0.1897 0.0003037 0.003372 -0.0097 1.1801 -0.0448 -0.01028 0.2003 18 19X 0.08823 -0.0003051 -0.0005089 0.0049 0.9098 0.0225 0.08823 -1.6 12.9 20X 0.1325 0.0001918 -0.001844 0.0716 1.1528 0.0335 0.1325 -1.6 15.2 21X 0.1799 0.0002922 -0.001533 0.0509 1.1875 0.0246 0.1799 -1.6 17.5
Project: 33kV Double Circuit Medium Span Towers
Prepared By: SA-RA Project Department Date: 30.05.06
SUMMARY of ANALYSIS RESULTS Page 28/37
SA-RA Energy
CALCULATION SHEET
Subject: Design of S-2S Type Tower
Joint Support Reactions: Joint Label
X-Force % Y-Force % Z-Force Comp. % Uplift % X-Moment % Y-Moment % Z-Moment % Max. % (kN) Usage (kN) Usage (kN) Usage Usage (kN-m) Usage (kN-m) Usage (kN-m) Usage Usage ----------------------------------------------------------------------------------------------------------------------------------------1P -7.941 0.0 -5.774 0.0 130.052 0.0 0.0 0.287 0.0 -0.146 0.0 0.012 0.0 0.0 1X -7.820 0.0 5.784 0.0 130.004 0.0 0.0 -0.271 0.0 -0.155 0.0 -0.011 0.0 0.0 1XY -7.168 0.0 -5.000 0.0 -112.234 0.0 0.0 0.248 0.0 -0.109 0.0 -0.011 0.0 0.0 1Y -7.024 0.0 4.991 0.0 -112.322 0.0 0.0 -0.234 0.0 -0.116 0.0 0.013 0.0 0.0 *** Analysis Results for Load Case No. 7 "CASE 7" Equilibrium Joint Positions and Rotations: Joint X-Displ Y-Displ Z-Displ X-Rot Y-Rot Z-Rot X-Pos Y-Pos Z-Pos Label (m) (m) (m) (deg) (deg) (deg) (m) (m) (m) ------------------------------------------------------------------------------------------------------------------1P 0 0 0 0.0000 0.0000 0.0000 0.746 0.746 0 11P 0.08779 -0.0005075 -0.003609 0.0094 0.9164 -0.0218 0.2878 0.1995 12.9 18P 0.1897 0.0002187 -0.004668 -0.0170 1.1795 -0.0392 0.3897 0.2002 18 19P 0.08884 -0.000516 -0.002226 -0.1004 0.9052 -0.0485 0.08884 1.599 12.9 20P 0.1327 -1.927e-005 -0.001058 -0.0309 1.1555 -0.0377 0.1327 1.6 15.2 21P 0.1804 8.052e-005 -0.001433 -0.0494 1.1870 -0.0425 0.1804 1.6 17.5 1X 0 0 0 0.0000 0.0000 0.0000 0.746 -0.746 0 1XY 0 0 0 0.0000 0.0000 0.0000 -0.746 -0.746 0 1Y 0 0 0 0.0000 0.0000 0.0000 -0.746 0.746 0 11X 0.0877 -0.0004241 -0.003541 -0.0351 0.9196 0.0281 0.2877 -0.2004 12.9 11XY 0.08771 -0.0004127 0.002795 0.0098 0.9231 0.0146 -0.1123 -0.2004 12.9 11Y 0.08776 -0.000382 0.002719 -0.0427 0.9220 -0.0418 -0.1122 0.1996 12.9 18X 0.1897 0.0002159 -0.004636 -0.0044 1.1794 0.0276 0.3897 -0.1998 18 18XY 0.1897 0.0002344 0.0036 -0.0092 1.1830 0.0289 -0.01033 -0.1998 18 18Y 0.1897 0.000287 0.003569 -0.0086 1.1799 -0.0417 -0.01029 0.2003 18 19X 0.08834 -0.0003484 -3.432e-006 -0.0165 0.9089 0.0272 0.08834 -1.6 12.9 20X 0.1325 0.0001485 -0.001309 0.0506 1.1533 0.0339 0.1325 -1.6 15.2 21X 0.18 0.0002488 -0.0009871 0.0304 1.1874 0.0279 0.18 -1.6 17.5 Joint Support Reactions: Joint Label
X-Force % Y-Force % Z-Force Comp. % Uplift % X-Moment % Y-Moment % Z-Moment % Max. % (kN) Usage (kN) Usage (kN) Usage Usage (kN-m) Usage (kN-m) Usage (kN-m) Usage Usage ----------------------------------------------------------------------------------------------------------------------------------------1P -7.859 0.0 -5.692 0.0 128.099 0.0 0.0 0.282 0.0 -0.142 0.0 0.012 0.0 0.0 1X -7.734 0.0 5.698 0.0 128.072 0.0 0.0 -0.266 0.0 -0.151 0.0 -0.012 0.0 0.0 1XY -7.250 0.0 -5.082 0.0 -114.187 0.0 0.0 0.252 0.0 -0.114 0.0 -0.011 0.0 0.0 1Y -7.110 0.0 5.076 0.0 -114.254 0.0 0.0 -0.238 0.0 -0.121 0.0 0.013 0.0 0.0 Project: 33kV Double Circuit Medium Span Towers
Prepared By: SA-RA Project Department Date: 30.05.06
SUMMARY of ANALYSIS RESULTS Page 29/37
SA-RA Energy
CALCULATION SHEET
Subject: Design of S-2S Type Tower
*** Analysis Results for Load Case No. 8 "CASE 8" Equilibrium Joint Positions and Rotations: Joint X-Displ Y-Displ Z-Displ X-Rot Y-Rot Z-Rot X-Pos Y-Pos Z-Pos Label (m) (m) (m) (deg) (deg) (deg) (m) (m) (m) ------------------------------------------------------------------------------------------------------------------1P 0 0 0 0.0000 0.0000 0.0000 0.746 0.746 0 11P 0.0001637 0.007068 -0.0007893 -0.1223 -0.0156 0.0015 0.2002 0.2071 12.9 18P 0.0001136 0.03268 -0.00199 -0.5004 -0.0055 -0.0093 0.2001 0.2327 18 19P 0.000281 0.007091 -0.004498 -0.1645 -0.0054 -0.0069 0.000281 1.607 12.9 20P 0.0001568 0.01508 -0.008365 -0.2960 0.0054 -0.0048 0.0001568 1.615 15.19 21P 0.0005139 0.02822 -0.01626 -0.6497 0.0010 -0.0161 0.0005139 1.628 17.48 1X 0 0 0 0.0000 0.0000 0.0000 0.746 -0.746 0 1XY 0 0 0 0.0000 0.0000 0.0000 -0.746 -0.746 0 1Y 0 0 0 0.0000 0.0000 0.0000 -0.746 0.746 0 11X 0.0001217 0.007073 0.0001246 -0.1265 0.0031 -0.0054 0.2001 -0.1929 12.9 11XY 0.0001168 0.007116 0.0001284 -0.1255 -0.0114 -0.0087 -0.1999 -0.1929 12.9 11Y 0.000169 0.007119 -0.000791 -0.1254 0.0047 -0.0024 -0.1998 0.2071 12.9 18X 8.319e-005 0.03269 0.0009352 -0.4841 -0.0091 -0.0008 0.2001 -0.1673 18 18XY 9.55e-005 0.03267 0.00102 -0.4838 0.0019 -0.0004 -0.1999 -0.1673 18 18Y 0.0001448 0.03279 -0.001906 -0.4921 -0.0074 -0.0152 -0.1999 0.2328 18 19X -4.864e-005 0.007098 0.003738 -0.1578 -0.0037 -0.0068-4.864e-005 -1.593 12.9 20X -3.558e-005 0.01509 0.007461 -0.2894 0.0031 -0.0015-3.558e-005 -1.585 15.21 21X 0.0001005 0.02857 0.01247 -0.4840 0.0031 0.0007 0.0001005 -1.571 17.51 Joint Support Reactions: Joint Label
X-Force % Y-Force % Z-Force Comp. % Uplift % X-Moment % Y-Moment % Z-Moment % Max. % (kN) Usage (kN) Usage (kN) Usage Usage (kN-m) Usage (kN-m) Usage (kN-m) Usage Usage ----------------------------------------------------------------------------------------------------------------------------------------1P -0.483 0.0 -0.272 0.0 11.371 0.0 0.0 0.011 0.0 -0.025 0.0 -0.001 0.0 0.0 1X -0.043 0.0 0.275 0.0 0.405 0.0 0.0 -0.012 0.0 0.001 0.0 -0.001 0.0 0.0 1XY 0.039 0.0 0.250 0.0 0.424 0.0 0.0 -0.014 0.0 -0.001 0.0 0.002 0.0 0.0 1Y 0.486 0.0 -0.252 0.0 11.350 0.0 0.0 0.012 0.0 0.027 0.0 0.001 0.0 0.0 *** Analysis Results for Load Case No. 9 "CASE 9" Equilibrium Joint Positions and Rotations: Joint X-Displ Y-Displ Z-Displ X-Rot Y-Rot Z-Rot X-Pos Y-Pos Z-Pos Label (m) (m) (m) (deg) (deg) (deg) (m) (m) (m) ------------------------------------------------------------------------------------------------------------------1P 0 0 0 0.0000 0.0000 0.0000 0.746 0.746 0 11P 0.0005634 0.09064 -0.003796 -1.0130 -0.0482 0.0114 0.2006 0.2906 12.9 18P -2.389e-005 0.2103 -0.005498 -1.4704 -0.0066 -0.0045 0.2 0.4103 17.99 Project: 33kV Double Circuit Medium Span Towers
Prepared By: SA-RA Project Department Date: 30.05.06
SUMMARY of ANALYSIS RESULTS Page 30/37
SA-RA Energy 19P 0.0006926 20P 0.00019 21P 0.0002152 1X 0 1XY 0 1Y 0 11X 0.0005271 11XY 0.0005072 11Y 0.0005765 18X -5.441e-005 18XY -5.006e-005 18Y -1.21e-005 19X 0.0003051 20X 5.883e-005 21X -8.526e-005
CALCULATION SHEET 0.09063 0.1401 0.1975 0 0 0 0.09067 0.0907 0.09072 0.2103 0.2103 0.2104 0.09069 0.1402 0.1975
-0.03151 -0.04004 -0.04219 0 0 0 0.003167 0.003103 -0.003865 0.004609 0.004596 -0.005507 0.02989 0.03831 0.04042
-1.1862 -1.4529 -1.5179 0.0000 0.0000 0.0000 -1.0169 -1.0133 -1.0218 -1.4693 -1.4660 -1.4716 -1.1314 -1.3998 -1.4663
-0.0158 0.0005 -0.0036 0.0000 0.0000 0.0000 0.0174 -0.0431 0.0194 -0.0118 -0.0045 -0.0119 -0.0132 -0.0015 -0.0035
-0.0119 0.0006926 -0.0040 0.00019 -0.0078 0.0002152 0.0000 0.746 0.0000 -0.746 0.0000 -0.746 -0.0153 0.2005 -0.0180 -0.1995 0.0055 -0.1994 -0.0042 0.1999 -0.0042 -0.2001 -0.0061 -0.2 -0.0045 0.0003051 0.0002 5.883e-005 -0.0034-8.526e-005
Subject: Design of S-2S Type Tower 1.691 1.74 1.797 -0.746 -0.746 0.746 -0.1093 -0.1093 0.2907 0.01034 0.01035 0.4104 -1.509 -1.46 -1.402
12.87 15.16 17.46 0 0 0 12.9 12.9 12.9 18 18 17.99 12.93 15.24 17.54
Joint Support Reactions: Joint Label
X-Force % Y-Force % Z-Force Comp. % Uplift % X-Moment % Y-Moment % Z-Moment % Max. % (kN) Usage (kN) Usage (kN) Usage Usage (kN-m) Usage (kN-m) Usage (kN-m) Usage Usage ----------------------------------------------------------------------------------------------------------------------------------------1P -5.635 0.0 -7.411 0.0 127.196 0.0 0.0 0.142 0.0 -0.266 0.0 -0.011 0.0 0.0 1X 5.091 0.0 -6.971 0.0 -114.966 0.0 0.0 0.110 0.0 0.256 0.0 -0.009 0.0 0.0 1XY -5.095 0.0 -6.870 0.0 -114.963 0.0 0.0 0.115 0.0 -0.241 0.0 0.011 0.0 0.0 1Y 5.639 0.0 -7.518 0.0 127.153 0.0 0.0 0.135 0.0 0.282 0.0 0.010 0.0 0.0 *** Analysis Results for Load Case No. 10 "CASE 10" Equilibrium Joint Positions and Rotations: Joint X-Displ Y-Displ Z-Displ X-Rot Y-Rot Z-Rot X-Pos Y-Pos Z-Pos Label (m) (m) (m) (deg) (deg) (deg) (m) (m) (m) ------------------------------------------------------------------------------------------------------------------1P 0 0 0 0.0000 0.0000 0.0000 0.746 0.746 0 11P 0.0005013 0.08795 -0.003551 -0.9623 -0.0436 0.0099 0.2005 0.288 12.9 18P -0.0001248 0.1998 -0.005017 -1.3526 -0.0061 -0.0031 0.1999 0.3998 17.99 19P 0.0005661 0.08797 -0.02941 -1.0992 -0.0141 -0.0081 0.0005661 1.688 12.87 20P 0.0001275 0.1347 -0.03689 -1.3316 -0.0017 -0.0047 0.0001275 1.735 15.16 21P 4.944e-005 0.188 -0.03857 -1.3810 -0.0041 -0.0050 4.944e-005 1.788 17.46 1X 0 0 0 0.0000 0.0000 0.0000 0.746 -0.746 0 1XY 0 0 0 0.0000 0.0000 0.0000 -0.746 -0.746 0 1Y 0 0 0 0.0000 0.0000 0.0000 -0.746 0.746 0 11X 0.0004794 0.08798 0.003065 -0.9652 0.0155 -0.0143 0.2005 -0.112 12.9 11XY 0.0004628 0.08799 0.002999 -0.9629 -0.0401 -0.0150 -0.1995 -0.112 12.9 11Y 0.0005161 0.08801 -0.003619 -0.9682 0.0170 0.0077 -0.1995 0.288 12.9 18X -0.0001471 0.1998 0.004337 -1.3529 -0.0107 -0.0034 0.1999 -0.0001534 18 18XY -0.0001442 0.1999 0.004313 -1.3501 -0.0049 -0.0035 -0.2001 -0.0001436 18 Project: 33kV Double Circuit Medium Span Towers
Prepared By: SA-RA Project Department Date: 30.05.06
SUMMARY of ANALYSIS RESULTS Page 31/37
SA-RA Energy 18Y 19X 20X 21X
-0.0001169 0.00029 1.653e-005 -0.0001646
CALCULATION SHEET 0.1999 0.08799 0.1347 0.1881
-0.005038 0.0283 0.0357 0.03735
-1.3542 -1.0658 -1.2994 -1.3499
-0.0110 -0.0124 -0.0031 -0.0041
-0.0037 -0.2001 -0.0036 0.00029 0.0012 1.653e-005 -0.0030 -0.0001646
Subject: Design of S-2S Type Tower 0.3999 -1.512 -1.465 -1.412
17.99 12.93 15.24 17.54
Joint Support Reactions: Joint Label
X-Force % Y-Force % Z-Force Comp. % Uplift % X-Moment % Y-Moment % Z-Moment % Max. % (kN) Usage (kN) Usage (kN) Usage Usage (kN-m) Usage (kN-m) Usage (kN-m) Usage Usage ----------------------------------------------------------------------------------------------------------------------------------------1P -5.509 0.0 -7.365 0.0 124.137 0.0 0.0 0.140 0.0 -0.259 0.0 -0.010 0.0 0.0 1X 5.049 0.0 -7.018 0.0 -113.850 0.0 0.0 0.112 0.0 0.253 0.0 -0.009 0.0 0.0 1XY -5.052 0.0 -6.907 0.0 -113.858 0.0 0.0 0.118 0.0 -0.239 0.0 0.011 0.0 0.0 1Y 5.512 0.0 -7.479 0.0 124.105 0.0 0.0 0.133 0.0 0.274 0.0 0.009 0.0 0.0 *** Analysis Results for Load Case No. 11 "CASE 11" Equilibrium Joint Positions and Rotations: Joint X-Displ Y-Displ Z-Displ X-Rot Y-Rot Z-Rot X-Pos Y-Pos Z-Pos Label (m) (m) (m) (deg) (deg) (deg) (m) (m) (m) ------------------------------------------------------------------------------------------------------------------1P 0 0 0 0.0000 0.0000 0.0000 0.746 0.746 0 11P 0.03337 0.05348 -0.003641 -0.6142 0.3015 -0.2568 0.2334 0.2535 12.9 18P 0.06861 0.1291 -0.005123 -0.9686 0.3878 -0.5118 0.2686 0.3291 17.99 19P 0.04017 0.05436 -0.02068 -0.7918 0.3139 -0.2851 0.04017 1.654 12.88 20P 0.05974 0.08567 -0.02634 -0.9606 0.3995 -0.4483 0.05974 1.686 15.17 21P 0.07866 0.1225 -0.02815 -1.0187 0.3939 -0.5691 0.07866 1.723 17.47 1X 0 0 0 0.0000 0.0000 0.0000 0.746 -0.746 0 1XY 0 0 0 0.0000 0.0000 0.0000 -0.746 -0.746 0 1Y 0 0 0 0.0000 0.0000 0.0000 -0.746 0.746 0 11X 0.03152 0.05354 0.0007157 -0.6372 0.3192 -0.2695 0.2315 -0.1465 12.9 11XY 0.03151 0.05537 0.002899 -0.6373 0.2842 -0.2793 -0.1685 -0.1446 12.9 11Y 0.03337 0.05539 -0.001452 -0.6581 0.3501 -0.2708 -0.1666 0.2554 12.9 18X 0.06483 0.1291 0.001446 -0.9645 0.3855 -0.5027 0.2648 -0.07086 18 18XY 0.06483 0.1329 0.004193 -0.9613 0.3910 -0.5031 -0.1352 -0.06711 18 18Y 0.06862 0.1329 -0.002374 -0.9661 0.3840 -0.5143 -0.1314 0.3329 18 19X 0.02492 0.05446 0.01895 -0.7315 0.3033 -0.2675 0.02492 -1.546 12.92 20X 0.03554 0.08577 0.0245 -0.9022 0.3894 -0.4397 0.03554 -1.514 15.22 21X 0.0483 0.1226 0.02626 -0.9618 0.3904 -0.5553 0.0483 -1.477 17.53
Project: 33kV Double Circuit Medium Span Towers
Prepared By: SA-RA Project Department Date: 30.05.06
SUMMARY of ANALYSIS RESULTS Page 32/37
SA-RA Energy
CALCULATION SHEET
Subject: Design of S-2S Type Tower
Joint Support Reactions: Joint Label
X-Force % Y-Force % Z-Force Comp. % Uplift % X-Moment % Y-Moment % Z-Moment % Max. % (kN) Usage (kN) Usage (kN) Usage Usage (kN-m) Usage (kN-m) Usage (kN-m) Usage Usage ----------------------------------------------------------------------------------------------------------------------------------------1P -7.364 0.0 -6.369 0.0 126.351 0.0 0.0 0.183 0.0 -0.231 0.0 0.022 0.0 0.0 1X -0.071 0.0 -1.548 0.0 -18.541 0.0 0.0 -0.044 0.0 0.095 0.0 0.016 0.0 0.0 1XY -6.003 0.0 -6.596 0.0 -114.155 0.0 0.0 0.177 0.0 -0.190 0.0 0.029 0.0 0.0 1Y -0.302 0.0 -2.906 0.0 30.764 0.0 0.0 -0.002 0.0 0.100 0.0 0.035 0.0 0.0 *** Analysis Results for Load Case No. 12 "CASE 12" Equilibrium Joint Positions and Rotations: Joint X-Displ Y-Displ Z-Displ X-Rot Y-Rot Z-Rot X-Pos Y-Pos Z-Pos Label (m) (m) (m) (deg) (deg) (deg) (m) (m) (m) ------------------------------------------------------------------------------------------------------------------1P 0 0 0 0.0000 0.0000 0.0000 0.746 0.746 0 11P 0.03331 0.0508 -0.003395 -0.5634 0.3061 -0.2584 0.2333 0.2508 12.9 18P 0.06851 0.1186 -0.004642 -0.8508 0.3883 -0.5104 0.2685 0.3186 18 19P 0.04004 0.0517 -0.01858 -0.7048 0.3155 -0.2812 0.04004 1.652 12.88 20P 0.05968 0.08019 -0.02319 -0.8393 0.3974 -0.4489 0.05968 1.68 15.18 21P 0.0785 0.1131 -0.02453 -0.8818 0.3934 -0.5663 0.0785 1.713 17.48 1X 0 0 0 0.0000 0.0000 0.0000 0.746 -0.746 0 1XY 0 0 0 0.0000 0.0000 0.0000 -0.746 -0.746 0 1Y 0 0 0 0.0000 0.0000 0.0000 -0.746 0.746 0 11X 0.03147 0.05084 0.0006138 -0.5855 0.3173 -0.2686 0.2315 -0.1492 12.9 11XY 0.03147 0.05266 0.002796 -0.5869 0.2872 -0.2763 -0.1685 -0.1473 12.9 11Y 0.03331 0.05268 -0.001206 -0.6045 0.3478 -0.2686 -0.1667 0.2527 12.9 18X 0.06474 0.1186 0.001173 -0.8482 0.3866 -0.5020 0.2647 -0.08135 18 18XY 0.06474 0.1224 0.00391 -0.8454 0.3906 -0.5023 -0.1353 -0.0776 18 18Y 0.06851 0.1224 -0.001905 -0.8487 0.3849 -0.5119 -0.1315 0.3224 18 19X 0.02491 0.05176 0.01736 -0.6660 0.3040 -0.2666 0.02491 -1.548 12.92 20X 0.0355 0.08024 0.02188 -0.8018 0.3877 -0.4387 0.0355 -1.52 15.22 21X 0.04822 0.1131 0.02318 -0.8455 0.3898 -0.5548 0.04822 -1.487 17.52 Joint Support Reactions: Joint Label
X-Force % Y-Force % Z-Force Comp. % Uplift % X-Moment % Y-Moment % Z-Moment % Max. % (kN) Usage (kN) Usage (kN) Usage Usage (kN-m) Usage (kN-m) Usage (kN-m) Usage Usage ----------------------------------------------------------------------------------------------------------------------------------------1P -7.238 0.0 -6.323 0.0 123.292 0.0 0.0 0.181 0.0 -0.224 0.0 0.022 0.0 0.0 1X -0.112 0.0 -1.595 0.0 -17.425 0.0 0.0 -0.042 0.0 0.092 0.0 0.017 0.0 0.0 1XY -5.959 0.0 -6.633 0.0 -113.050 0.0 0.0 0.180 0.0 -0.187 0.0 0.028 0.0 0.0 1Y -0.429 0.0 -2.867 0.0 27.717 0.0 0.0 -0.004 0.0 0.093 0.0 0.034 0.0 0.0 Project: 33kV Double Circuit Medium Span Towers
Prepared By: SA-RA Project Department Date: 30.05.06
SUMMARY of ANALYSIS RESULTS Page 33/37
SA-RA Energy
CALCULATION SHEET
Subject: Design of S-2S Type Tower
*** Analysis Results for Load Case No. 13 "CASE 13" Equilibrium Joint Positions and Rotations: Joint X-Displ Y-Displ Z-Displ X-Rot Y-Rot Z-Rot X-Pos Y-Pos Z-Pos Label (m) (m) (m) (deg) (deg) (deg) (m) (m) (m) ------------------------------------------------------------------------------------------------------------------1P 0 0 0 0.0000 0.0000 0.0000 0.746 0.746 0 11P 0.0003126 0.01322 -0.001354 -0.2499 -0.0231 0.0067 0.2003 0.2132 12.9 18P 0.0005013 0.05173 -0.002538 -0.5815 -0.0025 -0.0079 0.2005 0.2517 18 19P 0.000667 0.01311 -0.01052 -0.4312 -0.0083 -0.0208 0.000667 1.613 12.89 20P 0.0003411 0.02701 -0.01573 -0.6003 0.0108 0.0021 0.0003411 1.627 15.18 21P 0.0008518 0.04659 -0.01805 -0.6770 0.0025 -0.0150 0.0008518 1.647 17.48 1X 0 0 0 0.0000 0.0000 0.0000 0.746 -0.746 0 1XY 0 0 0 0.0000 0.0000 0.0000 -0.746 -0.746 0 1Y 0 0 0 0.0000 0.0000 0.0000 -0.746 0.746 0 11X 0.0002292 0.0133 0.0003588 -0.2546 0.0090 -0.0055 0.2002 -0.1867 12.9 11XY 0.0002129 0.01334 0.0003655 -0.2491 -0.0144 -0.0157 -0.1998 -0.1867 12.9 11Y 0.0003038 0.01335 -0.001358 -0.2646 0.0119 -0.0121 -0.1997 0.2134 12.9 18X 0.0004528 0.05173 0.001173 -0.5739 -0.0053 -0.0049 0.2005 -0.1483 18 18XY 0.0004607 0.05174 0.001229 -0.5713 0.0022 -0.0049 -0.1995 -0.1483 18 18Y 0.0005211 0.05182 -0.002482 -0.5794 -0.0045 -0.0130 -0.1995 0.2518 18 19X 3.139e-005 0.01333 0.007667 -0.3210 -0.0035 -0.0063 3.139e-005 -1.587 12.91 20X 0.0001756 0.02723 0.0127 -0.4931 0.0080 -0.0063 0.0001756 -1.573 15.21 21X 0.000357 0.04682 0.01496 -0.5719 0.0030 -0.0036 0.000357 -1.553 17.51 Joint Support Reactions: Joint Label
X-Force % Y-Force % Z-Force Comp. % Uplift % X-Moment % Y-Moment % Z-Moment % Max. % (kN) Usage (kN) Usage (kN) Usage Usage (kN-m) Usage (kN-m) Usage (kN-m) Usage Usage ----------------------------------------------------------------------------------------------------------------------------------------1P -0.771 0.0 -0.376 0.0 18.424 0.0 0.0 0.015 0.0 -0.041 0.0 -0.003 0.0 0.0 1X 0.052 0.0 0.385 0.0 -2.173 0.0 0.0 -0.017 0.0 0.008 0.0 -0.002 0.0 0.0 1XY -0.061 0.0 0.334 0.0 -2.115 0.0 0.0 -0.021 0.0 -0.008 0.0 0.004 0.0 0.0 1Y 0.781 0.0 -0.342 0.0 18.362 0.0 0.0 0.016 0.0 0.044 0.0 0.003 0.0 0.0 *** Analysis Results for Load Case No. 14 "CASE 14" Equilibrium Joint Positions and Rotations: Joint X-Displ Y-Displ Z-Displ X-Rot Y-Rot Z-Rot X-Pos Y-Pos Z-Pos Label (m) (m) (m) (deg) (deg) (deg) (m) (m) (m) ------------------------------------------------------------------------------------------------------------------1P 0 0 0 0.0000 0.0000 0.0000 0.746 0.746 0 11P 0.03028 0.003649 -0.001948 -0.0926 0.3215 -1.1276 0.2303 0.2036 12.9 18P 0.06738 0.02209 -0.002956 -0.3470 0.3841 -2.1499 0.2674 0.2221 18 Project: 33kV Double Circuit Medium Span Towers
Prepared By: SA-RA Project Department Date: 30.05.06
SUMMARY of ANALYSIS RESULTS Page 34/37
SA-RA Energy 19P 20P 21P 1X 1XY 1Y 11X 11XY 11Y 18X 18XY 18Y 19X 20X 21X
0.05852 0.09167 0.1203 0 0 0 0.02261 0.02261 0.03028 0.05151 0.05151 0.06739 -0.004685 -0.01023 -0.007147
CALCULATION SHEET 0.007429 0.01567 0.02702 0 0 0 0.003741 0.01141 0.01142 0.02211 0.03795 0.03801 0.007577 0.01578 0.02716
-0.006594 -0.009159 -0.0107 0 0 0 -0.0009099 0.001048 5.184e-005 -0.0007973 0.001933 -0.0002286 0.00469 0.007138 0.008596
-0.2712 -0.3436 -0.3972 0.0000 0.0000 0.0000 -0.1279 -0.1900 -0.1996 -0.3374 -0.3322 -0.3356 -0.2039 -0.2789 -0.3340
0.3070 0.3950 0.3991 0.0000 0.0000 0.0000 0.2327 0.2316 0.3572 0.3865 0.3900 0.3801 0.2535 0.3583 0.3839
-1.1642 -1.8869 -2.3798 0.0000 0.0000 0.0000 -1.1077 -1.1187 -1.1441 -2.1135 -2.1138 -2.1527 -1.1185 -1.8559 -2.3381
0.05852 0.09167 0.1203 0.746 -0.746 -0.746 0.2226 -0.1774 -0.1697 0.2515 -0.1485 -0.1326 -0.004685 -0.01023 -0.007147
Subject: Design of S-2S Type Tower 1.607 1.616 1.627 -0.746 -0.746 0.746 -0.1963 -0.1886 0.2114 -0.1779 -0.162 0.238 -1.592 -1.584 -1.573
12.89 15.19 17.49 0 0 0 12.9 12.9 12.9 18 18 18 12.9 15.21 17.51
Joint Support Reactions: Joint Label
X-Force % Y-Force % Z-Force Comp. % Uplift % X-Moment % Y-Moment % Z-Moment % Max. % (kN) Usage (kN) Usage (kN) Usage Usage (kN-m) Usage (kN-m) Usage (kN-m) Usage Usage ----------------------------------------------------------------------------------------------------------------------------------------1P -3.891 0.0 -0.111 0.0 45.200 0.0 0.0 0.043 0.0 -0.091 0.0 0.109 0.0 0.0 1X -0.007 0.0 3.450 0.0 33.476 0.0 0.0 -0.120 0.0 0.017 0.0 0.101 0.0 0.0 1XY 0.122 0.0 -2.815 0.0 -33.138 0.0 0.0 0.104 0.0 0.008 0.0 0.104 0.0 0.0 1Y -2.755 0.0 -0.523 0.0 -21.119 0.0 0.0 -0.023 0.0 -0.045 0.0 0.113 0.0 0.0 *** Analysis Results for Load Case No. 15 "CASE 15" Equilibrium Joint Positions and Rotations: Joint X-Displ Y-Displ Z-Displ X-Rot Y-Rot Z-Rot X-Pos Y-Pos Z-Pos Label (m) (m) (m) (deg) (deg) (deg) (m) (m) (m) ------------------------------------------------------------------------------------------------------------------1P 0 0 0 0.0000 0.0000 0.0000 0.746 0.746 0 11P 0.03022 0.0009664 -0.001703 -0.0419 0.3261 -1.1291 0.2302 0.201 12.9 18P 0.06728 0.01161 -0.002475 -0.2292 0.3846 -2.1485 0.2673 0.2116 18 19P 0.05839 0.004771 -0.004498 -0.1842 0.3086 -1.1604 0.05839 1.605 12.9 20P 0.09161 0.01019 -0.006008 -0.2223 0.3928 -1.8875 0.09161 1.61 15.19 21P 0.1201 0.01757 -0.007083 -0.2603 0.3986 -2.3770 0.1201 1.618 17.49 1X 0 0 0 0.0000 0.0000 0.0000 0.746 -0.746 0 1XY 0 0 0 0.0000 0.0000 0.0000 -0.746 -0.746 0 1Y 0 0 0 0.0000 0.0000 0.0000 -0.746 0.746 0 11X 0.02256 0.001043 -0.001012 -0.0763 0.2309 -1.1068 0.2226 -0.199 12.9 11XY 0.02257 0.008702 0.0009451 -0.1396 0.2345 -1.1157 -0.1774 -0.1913 12.9 11Y 0.03022 0.008713 0.000298 -0.1460 0.3549 -1.1419 -0.1698 0.2087 12.9 18X 0.05142 0.01162 -0.001069 -0.2210 0.3876 -2.1127 0.2514 -0.1884 18 18XY 0.05142 0.02746 0.00165 -0.2163 0.3896 -2.1131 -0.1486 -0.1725 18 Project: 33kV Double Circuit Medium Span Towers
Prepared By: SA-RA Project Department Date: 30.05.06
SUMMARY of ANALYSIS RESULTS Page 35/37
SA-RA Energy 18Y 19X 20X 21X
0.06728 -0.0047 -0.01027 -0.007227
CALCULATION SHEET 0.02751 0.004875 0.01026 0.01766
0.0002405 0.003099 0.004523 0.005522
-0.2182 -0.1384 -0.1785 -0.2177
0.3810 0.2542 0.3566 0.3833
-2.1503 -1.1176 -1.8549 -2.3376
-0.1327 -0.0047 -0.01027 -0.007227
Subject: Design of S-2S Type Tower 0.2275 -1.595 -1.59 -1.582
18 12.9 15.2 17.51
Joint Support Reactions: Joint Label
X-Force % Y-Force % Z-Force Comp. % Uplift % X-Moment % Y-Moment % Z-Moment % Max. % (kN) Usage (kN) Usage (kN) Usage Usage (kN-m) Usage (kN-m) Usage (kN-m) Usage Usage ----------------------------------------------------------------------------------------------------------------------------------------1P -3.766 0.0 -0.066 0.0 42.141 0.0 0.0 0.042 0.0 -0.084 0.0 0.109 0.0 0.0 1X -0.048 0.0 3.403 0.0 34.592 0.0 0.0 -0.118 0.0 0.014 0.0 0.101 0.0 0.0 1XY 0.166 0.0 -2.852 0.0 -32.032 0.0 0.0 0.107 0.0 0.010 0.0 0.103 0.0 0.0 1Y -2.883 0.0 -0.485 0.0 -24.167 0.0 0.0 -0.025 0.0 -0.052 0.0 0.112 0.0 0.0 *** Analysis Results for Load Case No. 16 "CASE 16" Equilibrium Joint Positions and Rotations: Joint X-Displ Y-Displ Z-Displ X-Rot Y-Rot Z-Rot X-Pos Y-Pos Z-Pos Label (m) (m) (m) (deg) (deg) (deg) (m) (m) (m) ------------------------------------------------------------------------------------------------------------------1P 0 0 0 0.0000 0.0000 0.0000 0.746 0.746 0 11P 0.0001637 0.007068 -0.0007893 -0.1223 -0.0156 0.0015 0.2002 0.2071 12.9 18P 0.0001136 0.03268 -0.00199 -0.5004 -0.0055 -0.0093 0.2001 0.2327 18 19P 0.000281 0.007091 -0.004498 -0.1645 -0.0054 -0.0069 0.000281 1.607 12.9 20P 0.0001568 0.01508 -0.008365 -0.2960 0.0054 -0.0048 0.0001568 1.615 15.19 21P 0.0005139 0.02822 -0.01626 -0.6497 0.0010 -0.0161 0.0005139 1.628 17.48 1X 0 0 0 0.0000 0.0000 0.0000 0.746 -0.746 0 1XY 0 0 0 0.0000 0.0000 0.0000 -0.746 -0.746 0 1Y 0 0 0 0.0000 0.0000 0.0000 -0.746 0.746 0 11X 0.0001217 0.007073 0.0001246 -0.1265 0.0031 -0.0054 0.2001 -0.1929 12.9 11XY 0.0001168 0.007116 0.0001284 -0.1255 -0.0114 -0.0087 -0.1999 -0.1929 12.9 11Y 0.000169 0.007119 -0.000791 -0.1254 0.0047 -0.0024 -0.1998 0.2071 12.9 18X 8.319e-005 0.03269 0.0009352 -0.4841 -0.0091 -0.0008 0.2001 -0.1673 18 18XY 9.55e-005 0.03267 0.00102 -0.4838 0.0019 -0.0004 -0.1999 -0.1673 18 18Y 0.0001448 0.03279 -0.001906 -0.4921 -0.0074 -0.0152 -0.1999 0.2328 18 19X -4.864e-005 0.007098 0.003738 -0.1578 -0.0037 -0.0068-4.864e-005 -1.593 12.9 20X -3.558e-005 0.01509 0.007461 -0.2894 0.0031 -0.0015-3.558e-005 -1.585 15.21 21X 0.0001005 0.02857 0.01247 -0.4840 0.0031 0.0007 0.0001005 -1.571 17.51 Joint Support Reactions: Joint Label
X-Force % Y-Force % Z-Force Comp. % Uplift % X-Moment % Y-Moment % Z-Moment % Max. % (kN) Usage (kN) Usage (kN) Usage Usage (kN-m) Usage (kN-m) Usage (kN-m) Usage Usage ----------------------------------------------------------------------------------------------------------------------------------------1P -0.483 0.0 -0.272 0.0 11.371 0.0 0.0 0.011 0.0 -0.025 0.0 -0.001 0.0 0.0 1X -0.043 0.0 0.275 0.0 0.405 0.0 0.0 -0.012 0.0 0.001 0.0 -0.001 0.0 0.0 Project: 33kV Double Circuit Medium Span Towers
Prepared By: SA-RA Project Department Date: 30.05.06
SUMMARY of ANALYSIS RESULTS Page 36/37
SA-RA Energy 1XY 1Y
0.039 0.486
CALCULATION SHEET 0.0 0.0
0.250 -0.252
0.0 0.0
0.424 11.350
0.0 0.0
0.0 0.0
-0.014 0.012
Subject: Design of S-2S Type Tower 0.0 0.0
-0.001 0.027
0.0 0.0
0.002 0.001
0.0 0.0
0.0 0.0
Joint Displacements, Loads and Member Forces on Joints: Joint X External Y External Z External X Member Y Member Z Member X Y Z Label Load Load Load Force Force Force Disp. Disp. Disp. (kN) (kN) (kN) (kN) (kN) (kN) (m) (m) (m) ------------------------------------------------------------------------------------------------------------1P 0.0000 0.0000 -0.1726 0.4828 0.2724 -11.1988 0.0000 0.0000 0.0000 11P 0.0000 0.0000 -0.1635 0.0000 0.0000 0.1635 0.0002 0.0071 -0.0008 18P 0.0000 0.0000 -0.0678 0.0000 0.0000 0.0678 0.0001 0.0327 -0.0020 19P 0.0000 0.0000 -0.1117 0.0000 0.0000 0.1117 0.0003 0.0071 -0.0045 20P 0.0000 0.0000 -0.1117 0.0000 0.0000 0.1117 0.0002 0.0151 -0.0084 21P 0.0000 0.0000 -10.3239 0.0000 0.0000 10.3239 0.0005 0.0282 -0.0163 1X 0.0000 0.0000 -0.1726 0.0426 -0.2752 -0.2326 0.0000 0.0000 0.0000 1XY 0.0000 0.0000 -0.1726 -0.0391 -0.2503 -0.2516 0.0000 0.0000 0.0000 1Y 0.0000 0.0000 -0.1726 -0.4863 0.2523 -11.1773 0.0000 0.0000 0.0000 11X 0.0000 0.0000 -0.1635 0.0000 0.0000 0.1635 0.0001 0.0071 0.0001 11XY 0.0000 0.0000 -0.1635 0.0000 0.0000 0.1635 0.0001 0.0071 0.0001 11Y 0.0000 0.0000 -0.1635 0.0000 0.0000 0.1635 0.0002 0.0071 -0.0008 18X 0.0000 0.0000 -0.0678 0.0000 0.0000 0.0678 0.0001 0.0327 0.0009 18XY 0.0000 0.0000 -0.0678 0.0000 0.0000 0.0678 0.0001 0.0327 0.0010 18Y 0.0000 0.0000 -0.0678 0.0000 0.0000 0.0678 0.0001 0.0328 -0.0019 19X 0.0000 0.0000 -0.1117 -0.0000 0.0000 0.1117 -0.0000 0.0071 0.0037 20X 0.0000 0.0000 -0.1117 -0.0000 0.0000 0.1117 -0.0000 0.0151 0.0075 21X 0.0000 0.0000 -0.1117 0.0000 0.0000 0.1118 0.0001 0.0286 0.0125 22S 0.0000 0.0000 -0.3428 0.0000 0.0000 0.3428 0.0001 0.0001 -0.0001 23S 0.0000 0.0000 -0.3255 0.0000 0.0000 0.3255 0.0000 0.0001 -0.0002 2S 0.0000 0.0000 -0.1712 -0.0000 0.0000 0.1712 -0.0000 0.0003 -0.0002 3S 0.0000 0.0000 -0.1691 0.0000 0.0000 0.1691 0.0000 0.0004 -0.0003 4S 0.0000 0.0000 -0.1671 0.0000 0.0000 0.1671 0.0000 0.0007 -0.0003 5S 0.0000 0.0000 -0.1652 0.0000 0.0000 0.1652 0.0000 0.0011 -0.0004 6S 0.0000 0.0000 -0.1603 0.0000 0.0000 0.1603 0.0000 0.0015 -0.0004 7S 0.0000 0.0000 -0.1490 0.0000 0.0000 0.1490 0.0001 0.0021 -0.0005 8S 0.0000 0.0000 -0.1469 0.0000 0.0000 0.1469 0.0001 0.0029 -0.0006 9S 0.0000 0.0000 -0.1513 0.0000 0.0000 0.1513 0.0001 0.0040 -0.0007 10S 0.0000 0.0000 -0.1527 0.0000 0.0000 0.1527 0.0002 0.0053 -0.0007 12S 0.0000 0.0000 -0.1157 0.0000 0.0000 0.1157 0.0000 0.0084 -0.0009 13S 0.0000 0.0000 -0.1017 0.0000 0.0000 0.1017 0.0005 0.0113 -0.0011 14S 0.0000 0.0000 -0.1304 0.0000 0.0000 0.1304 0.0000 0.0151 -0.0013 15S 0.0000 0.0000 -0.1020 0.0000 0.0000 0.1020 0.0002 0.0175 -0.0015 16S 0.0000 0.0000 -0.0874 0.0000 0.0000 0.0874 0.0003 0.0227 -0.0017 17S 0.0000 0.0000 -0.1246 0.0000 0.0000 0.1246 0.0002 0.0284 -0.0019
Project: 33kV Double Circuit Medium Span Towers
Prepared By: SA-RA Project Department Date: 30.05.06
SUMMARY of ANALYSIS RESULTS Page 37/37
SA-RA Energy
CALCULATION SHEET
FOUNDATION CALCULATIONS
Project:
Prepared By: Date:
Subject:
SA-RA Energy
CALCULATION SHEET
Reactions
Project:
Prepared By: Date:
Subject:
SA-RA Energy
Subject: Design of S-2S Type Tower
CALCULATION SHEET
FOUNDATION REACTIONS OF S-2S FOR ALL LOAD CASES Notes: 1- The following reactions are taken from "Summary of Analysis Results" section 2- In vertical Forces column positive reaction means compression force, negative reaction means uplift force Case No
Load Case
1
CASE 1
2
CASE 2
3
CASE 3
4
CASE 4
5
CASE 5
6
CASE 6
7
CASE 7
Project: 33kV Double Circuit Medium Span Towers
Joint Label
Longitunal Force (kN)
Transverse Force (kN)
Vertical Force (kN)
Shear Force (kN)
1P 1X 1XY 1Y 1P 1X 1XY 1Y 1P 1X 1XY 1Y 1P 1X 1XY 1Y 1P 1X 1XY 1Y 1P 1X 1XY 1Y 1P 1X 1XY 1Y
-9.14 8.35 -8.37 9.15 -9.05 8.44 -8.45 9.06 -9.13 0.7 -8.36 1.5 -9.05 0.79 -8.44 1.41 -0.56 -0.58 0.56 0.58 -7.94 -7.82 -7.17 -7.03 -7.86 -7.73 -7.25 -7.11
-11.57 -10.97 -10.8 -11.76 -11.49 -11.06 -10.88 -11.68 -9.34 -3.67 -8.56 -4.46 -9.25 -3.75 -8.65 -4.37 -0.56 0.57 0.56 -0.57 -5.77 5.78 -5 4.99 -5.69 5.7 -5.08 5.08
207.11 -189.39 -189.35 207.01 205.16 -191.32 -191.3 205.08 174.84 -45.83 -157.08 63.45 172.89 -47.76 -159.04 61.52 12.94 12.83 12.94 12.83 130.02 129.97 -112.26 -112.35 128.07 128.04 -114.22 -114.28
14.74 13.79 13.66 14.9 14.63 13.91 13.77 14.78 13.06 3.73 11.97 4.7 12.94 3.84 12.08 4.59 0.79 0.81 0.79 0.81 9.82 9.72 8.74 8.62 9.7 9.6 8.86 8.74
Prepared By: SA-RA Project Dept. Date: 30.05.06
Longitunal Vertical Bending Transverse Moment (kN.m) Moment (kN.m) Moment (kN.m) Moment (kN.m) 0.22 0.17 0.18 0.21 0.22 0.18 0.19 0.2 0.26 -0.02 0.22 0.01 0.25 -0.02 0.22 0.01 0.03 -0.03 -0.03 0.03 0.29 -0.27 0.25 -0.23 0.28 -0.27 0.25 -0.24
-0.44 0.42 -0.4 0.46 -0.43 0.43 -0.4 0.46 -0.31 0.16 -0.28 0.19 -0.31 0.16 -0.28 0.19 -0.03 -0.03 0.03 0.03 -0.15 -0.16 -0.11 -0.12 -0.14 -0.15 -0.11 -0.12
-0.02 -0.01 0.02 0.02 -0.02 -0.01 0.02 0.02 0 -0.01 0.01 0.01 0 -0.01 0.01 0.01 0 0 0 0 0.01 -0.01 -0.01 0.01 0.01 -0.01 -0.01 0.01
0.49 0.46 0.44 0.51 0.48 0.46 0.45 0.5 0.41 0.16 0.35 0.2 0.4 0.16 0.36 0.19 0.04 0.04 0.04 0.04 0.32 0.31 0.27 0.26 0.32 0.31 0.28 0.27
FOUNDATION REACTIONS Page 1/2
SA-RA Energy
Subject: Design of S-2S Type Tower
CALCULATION SHEET
8
CASE 8
9
CASE 9
10
CASE 10
11
CASE 11
12
CASE 12
13
CASE 13
14
CASE 14
15
CASE 15
16
CASE 16
Project: 33kV Double Circuit Medium Span Towers
1P 1X 1XY 1Y 1P 1X 1XY 1Y 1P 1X 1XY 1Y 1P 1X 1XY 1Y 1P 1X 1XY 1Y 1P 1X 1XY 1Y 1P 1X 1XY 1Y 1P 1X 1XY 1Y 1P 1X 1XY 1Y MAXIMUM: MINIMUM:
-0.48 -0.04 0.04 0.48 -5.63 5.09 -5.1 5.64 -5.51 5.05 -5.05 5.51 -7.36 -0.07 -6 -0.3 -7.24 -0.11 -5.96 -0.43 -0.77 0.05 -0.06 0.78 -3.89 0 0.12 -2.76 -3.77 -0.05 0.17 -2.89 -0.48 -0.04 0.04 0.48 9.15 -9.14
-0.27 0.27 0.25 -0.25 -7.41 -6.97 -6.87 -7.52 -7.36 -7.02 -6.91 -7.48 -6.37 -1.55 -6.6 -2.9 -6.32 -1.6 -6.63 -2.87 -0.37 0.38 0.33 -0.34 -0.11 3.45 -2.82 -0.52 -0.06 3.4 -2.85 -0.49 -0.27 0.27 0.25 -0.25 5.78 -11.76
11.34 0.38 0.39 11.32 127.17 -115 -114.99 127.12 124.11 -113.88 -113.89 124.08 126.32 -18.57 -114.19 30.73 123.26 -17.45 -113.08 27.69 18.39 -2.2 -2.15 18.33 45.17 33.45 -33.17 -21.15 42.11 34.56 -32.06 -24.2 11.34 0.38 0.39 11.32 207.11 -191.32
0.55 0.28 0.25 0.55 9.31 8.63 8.55 9.4 9.2 8.65 8.56 9.29 9.73 1.55 8.92 2.92 9.61 1.6 8.92 2.9 0.86 0.39 0.34 0.85 3.89 3.45 2.82 2.81 3.77 3.4 2.86 2.93 0.55 0.28 0.25 0.55 14.9 0.25
Prepared By: SA-RA Project Dept. Date: 30.05.06
0.01 -0.01 -0.01 0.01 0.14 0.11 0.12 0.13 0.14 0.11 0.12 0.13 0.18 -0.04 0.18 0 0.18 -0.04 0.18 0 0.01 -0.02 -0.02 0.02 0.04 -0.12 0.1 -0.02 0.04 -0.12 0.11 -0.02 0.01 -0.01 -0.01 0.01
-0.02 0 0 0.03 -0.27 0.26 -0.24 0.28 -0.26 0.25 -0.24 0.27 -0.23 0.09 -0.19 0.1 -0.22 0.09 -0.19 0.09 -0.04 0.01 -0.01 0.04 -0.09 0.02 0.01 -0.04 -0.08 0.01 0.01 -0.05 -0.02 0 0 0.03
0 0 0 0 -0.01 -0.01 0.01 0.01 -0.01 -0.01 0.01 0.01 0.02 0.02 0.03 0.03 0.02 0.02 0.03 0.03 0 0 0 0 0.11 0.1 0.1 0.11 0.11 0.1 0.1 0.11 0 0 0 0
0.03 0.01 0.01 0.03 0.3 0.28 0.27 0.31 0.29 0.28 0.27 0.3 0.29 0.1 0.26 0.1 0.29 0.1 0.26 0.09 0.04 0.02 0.02 0.05 0.1 0.12 0.1 0.05 0.09 0.12 0.11 0.06 0.03 0.01 0.01 0.03
FOUNDATION REACTIONS Page 2/2
SA-RA Energy
CALCULATION SHEET
Calculations
Project:
Prepared By: Date:
Subject:
ALLOWABLE SOIL PRESSURE=1.5kg/cm2 UNSATURATED S-2S TOWER FOUNDATION CALCULATION height of stem D(m)= 1.9 width of stem a(m)= 0.4 Axial-Force c(m)= 1.081 P axial h(m)= 0 length of footing L(m)= 3.8 (kN) distance between legs L'(m)= 1.238 26 height of footing T(m)= 0.3 width of footing B(m)= 3.8 weight of concrete of stem W1(kN)= 28.63 weight of concrete of footing W2(kN)= 102 weight of concrete of beam W3(kN)= 0 88.13546864 soil unit weight ү(kN/m3)= 16 85.98727446 weight of backfill soil Wb,f(kN)= 380.4 -11.61160598 total vertical load Q(kN)= 537 internal friction angle Ø= 20 passive earth pressure coefficent Kp= 2.04 136.9675903 active earth pressure coefficent Ka= 0.49 108.364118 passive-earth pressure transverse direc. Ppy-y(kN)=
83.25
moment due to passive-earth pressure transverse direc. Mpy-y(kN)=
25.38
active-earth pressure transverse direc. Pay-y(kN)=
20.01
moment due to active-earth pressure transverse direc. May-y(kN)= applied total moment over the foundation in transverse direc. ΣM(kN.m)= eccentricity in transverse direction e(m)= transverse direction applied soil pressure qmax(kN/m2)= transverse direction applied soil pressure qmin(kN/m2)= total vertical load Q(kN)= internal friction angle Ø= passive earth pressure coefficent Kp=
5.069 446.3 0.831 88.14 0 537 20 2.04
active earth pressure coefficent Ka=
0.49
passive-earth pressure longitudinal direc. Ppy-y(kN)=
83.25
moment due to passive-earth pressure longitudinal direc. Mpy-y(kN)=
9.97
active-earth pressure longitudinal direc. Pay-y(kN)=
20.01
moment due to active-earth pressure longitudinal direc. May-y(kN)= applied total moment over the foundation in longitudinal direc. ΣM(kN.m)= eccentricity in longitudinal direction e(m)= longitudinal direction applied soil pressure qmax(kN/m2)= longitudinal direction applied soil pressure qmin(kN/m2)= volume of concrete(m3)= transverse direction resisting moments Mres(kN.m)= transverse direction overturninig moments Move(kN.m)= Factor of safetyof overturning=
6.101 650.9 1.212 137 0 5.548 1381 1069 1.292
-33.98844951
LONGITUDINAL VIEW
LOADS COMING FROM TOWER : Moment Shear Moment Myy Tx Mxx (kN.m) (kN) (kN.m)
361
29
591
Shear Ty (kN)
48
2*Q q= L 3 * B ( − e) 2 Kp =
1 + sin θ 1 − sin θ θ = 20°
Ka =
γ = 16kN / m3
q ≤ qall = 150 kN / m 2 1 − sin θ 1 + sin θ θ = 20°
1 2 3 4 5 6 7 8
10 12 14 16 18 20 22 24
301 302 303 304 305 306 307 308
78.53 113.09 153.93 201.06 254.47 314.16 380.13 452.38
78.53
REINFORCEMENT CALCULATION FOR PAD required steel area As(mm2)= 2 Asmin(mm )=
SELECT REINFORCEMENT DIAMETER number of reinforcement at top of pad : number of reinforcement at bottom of pad :
10
78.53
5687
Steel Grade
TRANSVERSAL VIEW 2 Km(mm /kN) Kl Conc. Grade
3800 1 10 72 72
S420
C20
COLUMN REINFORCEMENT For S420&C20 m=fyd/fcd
27.38
According to ACI code min. steel ratio βmin=
0.005
Asmin(mm2)=
800
260
K 380 766.3228
K > Kl → O.K Points P X XY Y
Axial force 205.16 -191.32 -191.3 205.08
Mxx
Myy -11.46 10.69 -10.70 11.48
Tx -14.554 -14.009 -13.781 -14.795
According to interaction diagram:
m=
From interaction diagram:β*m= Calculation of reinforcement ratio:β reinforcement Areq(mm2)
Md
b * h 2 * f cd
N n= b * h * f cd
m:
0.013 10
6
Asmin>Asreq number of reinforcement: 1
Column Depth n:
0.15 0.00547932 876.690411
0.096
Column Width
11
-9.05 8.44 -8.45 9.06
Ty -11.49 -11.06 -10.88 -11.68
ALLOWABLE SOIL PRESSURE=1.0kg/cm2 UNSATURATED S-2S TOWER FOUNDATION CALCULATION height of stem D(m)= 1.9 width of stem a(m)= 0.4 Axial-Force c(m)= 1.256 P axial h(m)= 0 length of footing L(m)= 4.15 (kN) distance between legs L'(m)= 1.238 26 height of footing T(m)= 0.3 width of footing B(m)= 4.15 weight of concrete of stem W1(kN)= 28.63 weight of concrete of footing W2(kN)= 121.6 weight of concrete of beam W3(kN)= 0 74.11572715 soil unit weight ү(kN/m3)= 16 74.10824302 weight of backfill soil Wb,f(kN)= 455.5 -0.737292183 total vertical load Q(kN)= 631.8 internal friction angle Ø= 20 passive earth pressure coefficent Kp= 2.04 97.16347795 active earth pressure coefficent Ka= 0.49 91.33737582 passive-earth pressure transverse direc. Ppy-y(kN)=
88.56
moment due to passive-earth pressure transverse direc. Mpy-y(kN)=
25.91
active-earth pressure transverse direc. Pay-y(kN)=
21.29
moment due to active-earth pressure transverse direc. May-y(kN)= applied total moment over the foundation in transverse direc. ΣM(kN.m)= eccentricity in transverse direction e(m)= transverse direction applied soil pressure qmax(kN/m2)= transverse direction applied soil pressure qmin(kN/m2)= total vertical load Q(kN)= internal friction angle Ø= passive earth pressure coefficent Kp=
5.101 445.8 0.706 74.12 0 631.8 20 2.04
active earth pressure coefficent Ka=
0.49
passive-earth pressure longitudinal direc. Ppy-y(kN)=
88.56
moment due to passive-earth pressure longitudinal direc. Mpy-y(kN)=
10.00
active-earth pressure longitudinal direc. Pay-y(kN)=
21.29
moment due to active-earth pressure longitudinal direc. May-y(kN)= applied total moment over the foundation in longitudinal direc. ΣM(kN.m)= eccentricity in longitudinal direction e(m)= longitudinal direction applied soil pressure qmax(kN/m2)= longitudinal direction applied soil pressure qmin(kN/m2)= volume of concrete(m3)= transverse direction resisting moments Mres(kN.m)= transverse direction overturninig moments Move(kN.m)= Factor of safetyof overturning=
6.229 651 1.03 97.16 0 6.383 1672 1136 1.471
-17.96642498
LONGITUDINAL VIEW
LOADS COMING FROM TOWER : Moment Shear Moment Myy Tx Mxx (kN.m) (kN) (kN.m)
361
29
591
Shear Ty (kN)
48
2*Q q= L 3 * B ( − e) 2 Kp =
1 + sin θ 1 − sin θ θ = 20°
Ka =
γ = 16kN / m3
q ≤ qall = 100 kN / m 2 1 − sin θ 1 + sin θ θ = 20°
1 2 3 4 5 6 7 8
10 12 14 16 18 20 22 24
301 302 303 304 305 306 307 308
78.53 113.09 153.93 201.06 254.47 314.16 380.13 452.38
78.53
REINFORCEMENT CALCULATION FOR PAD required steel area As(mm2)= 2 Asmin(mm )=
SELECT REINFORCEMENT DIAMETER number of reinforcement at top of pad : number of reinforcement at bottom of pad :
10
78.53
5681
Steel Grade
TRANSVERSAL VIEW 2 Km(mm /kN) Kl Conc. Grade
4150 1 10 72 72
S420
C20
COLUMN REINFORCEMENT For S420&C20 m=fyd/fcd
27.38
According to ACI code min. steel ratio βmin=
0.005
Asmin(mm2)=
800
260
K 380 837.8411
K > Kl → O.K Points P X XY Y
Axial force 205.16 -191.32 -191.3 205.08
Mxx
Myy -11.46 10.69 -10.70 11.48
Tx -14.554 -14.009 -13.781 -14.795
According to interaction diagram:
m=
n=
From interaction diagram:β*m= Calculation of reinforcement ratio:β reinforcement Areq(mm2)
Md
b * h 2 * f cd
m:
N b * h * f cd
n:
0.013 10
0.096
6
0.15 0.00547932 876.690411
Asmin>Asreq number of reinforcement: 1
Column Depth
Column Width
11
-9.05 8.44 -8.45 9.06
Ty -11.49 -11.06 -10.88 -11.68
ALLOWABLE SOIL PRESSURE=0.5kg/cm2 UNSATURATED S-2S TOWER FOUNDATION CALCULATION height of stem D(m)= 1.7 width of stem a(m)= 0.4 Axial-Force c(m)= 2.181 P axial h(m)= 0 length of footing L(m)= 6 (kN) distance between legs L'(m)= 1.238 26 height of footing T(m)= 0.3 width of footing B(m)= 6 weight of concrete of stem W1(kN)= 25.62 weight of concrete of footing W2(kN)= 254.3 weight of concrete of beam W3(kN)= 0 47.57070122 soil unit weight ү(kN/m3)= 16 43.20276689 weight of backfill soil Wb,f(kN)= 809.8 18.78270796 total vertical load Q(kN)= 1116 internal friction angle Ø= 20 passive earth pressure coefficent Kp= 2.04 51.22773451 active earth pressure coefficent Ka= 0.49 48.96862666 passive-earth pressure transverse direc. Ppy-y(kN)=
98.1
moment due to passive-earth pressure transverse direc. Mpy-y(kN)=
21.09
active-earth pressure transverse direc. Pay-y(kN)=
23.58
moment due to active-earth pressure transverse direc. May-y(kN)= applied total moment over the foundation in transverse direc. ΣM(kN.m)= eccentricity in transverse direction e(m)= transverse direction applied soil pressure qmax(kN/m2)= transverse direction applied soil pressure qmin(kN/m2)= total vertical load Q(kN)= internal friction angle Ø= passive earth pressure coefficent Kp=
3.649 439.6 0.394 43.2 18.78 1116 20 2.04
active earth pressure coefficent Ka=
0.49
passive-earth pressure longitudinal direc. Ppy-y(kN)=
98.1
moment due to passive-earth pressure longitudinal direc. Mpy-y(kN)=
6.94
active-earth pressure longitudinal direc. Pay-y(kN)=
23.58
moment due to active-earth pressure longitudinal direc. May-y(kN)= applied total moment over the foundation in longitudinal direc. ΣM(kN.m)= eccentricity in longitudinal direction e(m)= longitudinal direction applied soil pressure qmax(kN/m2)= longitudinal direction applied soil pressure qmin(kN/m2)= volume of concrete(m3)= transverse direction resisting moments Mres(kN.m)= transverse direction overturninig moments Move(kN.m)= Factor of safetyof overturning=
5.069 647.1 0.58 48.97 13.02 11.89 3708 1481 2.504
13.01684819
LONGITUDINAL VIEW
LOADS COMING FROM TOWER : Moment Shear Moment Myy Tx Mxx (kN.m) (kN) (kN.m)
361
29
591
Shear Ty (kN)
48
2*Q q= L 3 * B ( − e) 2 Kp =
1 + sin θ 1 − sin θ θ = 20°
Ka =
γ = 16kN / m3
q ≤ qall = 50 kN / m 2 1 − sin θ 1 + sin θ θ = 20°
1 2 3 4 5 6 7 8
10 12 14 16 18 20 22 24
301 302 303 304 305 306 307 308
78.53 113.09 153.93 201.06 254.47 314.16 380.13 452.38
78.53
REINFORCEMENT CALCULATION FOR PAD required steel area As(mm2)= 2 Asmin(mm )=
SELECT REINFORCEMENT DIAMETER number of reinforcement at top of pad : number of reinforcement at bottom of pad :
10
78.53
5601
Steel Grade
TRANSVERSAL VIEW 2 Km(mm /kN) Kl Conc. Grade
6000 1 10 76 76
S420
C20
COLUMN REINFORCEMENT For S420&C20 m=fyd/fcd
27.38
According to ACI code min. steel ratio βmin=
0.005
Asmin(mm2)=
800
260
K 380 1228.498
K > Kl → O.K Points P X XY Y
Axial force 205.16 -191.32 -191.3 205.08
Mxx
Myy -10.26 9.57 -9.58 10.27
Tx -13.022 -12.535 -12.331 -13.237
According to interaction diagram:
m=
n=
From interaction diagram:β*m= Calculation of reinforcement ratio:β reinforcement Areq(mm2)
Md
b * h 2 * f cd
m:
N b * h * f cd
n:
0.012 10
6
0.15 0.00547932 876.690411
Asmin>Asreq number of reinforcement: 1
Column Depth 0.096
Column Width
11
-9.05 8.44 -8.45 9.06
Ty -11.49 -11.06 -10.88 -11.68
ALLOWABLE SOIL PRESSURE=1.5kg/cm2 SATURATED S-2S TOWER FOUNDATION CALCULATION height of stem D(m)= 1.9 width of stem a(m)= 0.4 Axial-Force c(m)= 1.181 P axial h(m)= 0 length of footing L(m)= 4 (kN) distance between legs L'(m)= 1.238 26 height of footing T(m)= 0.3 width of footing B(m)= 4 weight of concrete of stem W1(kN)= 28.63 weight of concrete of footing W2(kN)= 113 weight of concrete of beam W3(kN)= 0 75.84240375 soil unit weight ү(kN/m3)= 10 69.53733444 weight of backfill soil Wb,f(kN)= 264.2 -15.56252344 total vertical load Q(kN)= 431.8 internal friction angle Ø= 20 passive earth pressure coefficent Kp= 2.04 147.0513054 active earth pressure coefficent Ka= 0.49 88.13830367 passive-earth pressure transverse direc. Ppy-y(kN)=
53.93
moment due to passive-earth pressure transverse direc. Mpy-y(kN)=
16.05
active-earth pressure transverse direc. Pay-y(kN)=
12.96
moment due to active-earth pressure transverse direc. May-y(kN)= applied total moment over the foundation in transverse direc. ΣM(kN.m)= eccentricity in transverse direction e(m)= transverse direction applied soil pressure qmax(kN/m2)= transverse direction applied soil pressure qmin(kN/m2)= total vertical load Q(kN)= internal friction angle Ø= passive earth pressure coefficent Kp=
3.319 453.9 1.051 75.84 0 431.8 20 2.04
active earth pressure coefficent Ka=
0.49
passive-earth pressure longitudinal direc. Ppy-y(kN)=
53.93
moment due to passive-earth pressure longitudinal direc. Mpy-y(kN)=
6.38
active-earth pressure longitudinal direc. Pay-y(kN)=
12.96
moment due to active-earth pressure longitudinal direc. May-y(kN)= applied total moment over the foundation in longitudinal direc. ΣM(kN.m)= eccentricity in longitudinal direction e(m)= longitudinal direction applied soil pressure qmax(kN/m2)= longitudinal direction applied soil pressure qmin(kN/m2)= volume of concrete(m3)= transverse direction resisting moments Mres(kN.m)= transverse direction overturninig moments Move(kN.m)= Factor of safetyof overturning=
3.859 652.3 1.511 147.1 0 6.016 1225 1108 1.106
-34.16349267
LONGITUDINAL VIEW
LOADS COMING FROM TOWER : Moment Shear Moment Myy Tx Mxx (kN.m) (kN) (kN.m)
361
29
591
Shear Ty (kN)
48
2*Q q= L 3 * B ( − e) 2 Kp =
1 + sin θ 1 − sin θ θ = 20°
Ka =
γ = 16kN / m3
q ≤ qall = 150 kN / m 2 1 − sin θ 1 + sin θ θ = 20°
1 2 3 4 5 6 7 8
10 12 14 16 18 20 22 24
301 302 303 304 305 306 307 308
78.53 113.09 153.93 201.06 254.47 314.16 380.13 452.38
78.53
REINFORCEMENT CALCULATION FOR PAD required steel area As(mm2)= 2 Asmin(mm )=
SELECT REINFORCEMENT DIAMETER number of reinforcement at top of pad : number of reinforcement at bottom of pad :
10
78.53
5784
Steel Grade
TRANSVERSAL VIEW 2 Km(mm /kN) Kl Conc. Grade
4000 1 10 74 74
S420
C20
COLUMN REINFORCEMENT For S420&C20 m=fyd/fcd
27.38
According to ACI code min. steel ratio βmin=
0.005
Asmin(mm2)=
800
260
K 380 793.1858
K > Kl → O.K Points P X XY Y
Axial force 205.16 -191.32 -191.3 205.08
Mxx
Myy -11.46 10.69 -10.70 11.48
Tx -14.554 -14.009 -13.781 -14.795
According to interaction diagram:
m=
n=
From interaction diagram:β*m= Calculation of reinforcement ratio:β reinforcement Areq(mm2)
Md
b * h 2 * f cd
m:
N b * h * f cd
n:
0.013 10
0.096
6
0.15 0.00547932 876.690411
Asmin>Asreq number of reinforcement: 1
Column Depth
Column Width
11
-9.05 8.44 -8.45 9.06
Ty -11.49 -11.06 -10.88 -11.68
ALLOWABLE SOIL PRESSURE=1.0kg/cm2 SATURATED S-2S TOWER FOUNDATION CALCULATION height of stem D(m)= 1.9 width of stem a(m)= 0.4 Axial-Force c(m)= 1.306 P axial h(m)= 0 length of footing L(m)= 4.25 (kN) distance between legs L'(m)= 1.238 26 height of footing T(m)= 0.3 width of footing B(m)= 4.25 weight of concrete of stem W1(kN)= 28.63 weight of concrete of footing W2(kN)= 127.6 weight of concrete of beam W3(kN)= 0 63.84038296 soil unit weight ү(kN/m3)= 10 62.08577423 weight of backfill soil Wb,f(kN)= 298.8 -8.82910013 total vertical load Q(kN)= 481 internal friction angle Ø= 20 passive earth pressure coefficent Kp= 2.04 98.13934074 active earth pressure coefficent Ka= 0.49 77.61287552 passive-earth pressure transverse direc. Ppy-y(kN)=
56.3
moment due to passive-earth pressure transverse direc. Mpy-y(kN)=
16.29
active-earth pressure transverse direc. Pay-y(kN)=
13.53
moment due to active-earth pressure transverse direc. May-y(kN)= applied total moment over the foundation in transverse direc. ΣM(kN.m)= eccentricity in transverse direction e(m)= transverse direction applied soil pressure qmax(kN/m2)= transverse direction applied soil pressure qmin(kN/m2)= total vertical load Q(kN)= internal friction angle Ø= passive earth pressure coefficent Kp=
3.342 453.7 0.943 63.84 0 481 20 2.04
active earth pressure coefficent Ka=
0.49
passive-earth pressure longitudinal direc. Ppy-y(kN)=
56.3
moment due to passive-earth pressure longitudinal direc. Mpy-y(kN)=
6.41
active-earth pressure longitudinal direc. Pay-y(kN)=
13.53
moment due to active-earth pressure longitudinal direc. May-y(kN)= applied total moment over the foundation in longitudinal direc. ΣM(kN.m)= eccentricity in longitudinal direction e(m)= longitudinal direction applied soil pressure qmax(kN/m2)= longitudinal direction applied soil pressure qmin(kN/m2)= volume of concrete(m3)= transverse direction resisting moments Mres(kN.m)= transverse direction overturninig moments Move(kN.m)= Factor of safetyof overturning=
3.916 652.3 1.356 98.14 0 6.635 1383 1156 1.197
-24.35620142
LONGITUDINAL VIEW
LOADS COMING FROM TOWER : Moment Shear Moment Myy Tx Mxx (kN.m) (kN) (kN.m)
361
29
591
Shear Ty (kN)
48
2*Q q= L 3 * B ( − e) 2 Kp =
1 + sin θ 1 − sin θ θ = 20°
Ka =
γ = 16kN / m3
q ≤ qall = 100 kN / m 2 1 − sin θ 1 + sin θ θ = 20°
1 2 3 4 5 6 7 8
10 12 14 16 18 20 22 24
301 302 303 304 305 306 307 308
78.53 113.09 153.93 201.06 254.47 314.16 380.13 452.38
78.53
REINFORCEMENT CALCULATION FOR PAD required steel area As(mm2)= 2 Asmin(mm )=
SELECT REINFORCEMENT DIAMETER number of reinforcement at top of pad : number of reinforcement at bottom of pad :
10
78.53
5781
Steel Grade
TRANSVERSAL VIEW 2 Km(mm /kN) Kl Conc. Grade
4250 1 10 74 74
S420
C20
COLUMN REINFORCEMENT For S420&C20 m=fyd/fcd
27.38
According to ACI code min. steel ratio βmin=
0.005
Asmin(mm2)=
800
260
K 380 843.1572
K > Kl → O.K Points P X XY Y
Axial force 205.16 -191.32 -191.3 205.08
Mxx
Myy -11.46 10.69 -10.70 11.48
Tx -14.554 -14.009 -13.781 -14.795
According to interaction diagram:
m=
n=
From interaction diagram:β*m= Calculation of reinforcement ratio:β reinforcement Areq(mm2)
Md
b * h 2 * f cd
m:
N b * h * f cd
n:
0.013 10
6
0.1 0.00365288 584.460274
Asmin>Asreq number of reinforcement: 1
Column Depth 0.096
Column Width
10
-9.05 8.44 -8.45 9.06
Ty -11.49 -11.06 -10.88 -11.68
ALLOWABLE SOIL PRESSURE=0.5kg/cm2 SATURATED S-2S TOWER FOUNDATION CALCULATION height of stem D(m)= 1.7 width of stem a(m)= 0.4 Axial-Force c(m)= 1.831 P axial h(m)= 0 length of footing L(m)= 5.3 (kN) distance between legs L'(m)= 1.238 26 height of footing T(m)= 0.3 width of footing B(m)= 5.3 weight of concrete of stem W1(kN)= 25.62 weight of concrete of footing W2(kN)= 198.4 weight of concrete of beam W3(kN)= 0 41.55518157 soil unit weight ү(kN/m3)= 10 41.05777789 weight of backfill soil Wb,f(kN)= 397.5 5.043797904 total vertical load Q(kN)= 647.5 internal friction angle Ø= 20 passive earth pressure coefficent Kp= 2.04 49.36457894 active earth pressure coefficent Ka= 0.49 49.14889414 passive-earth pressure transverse direc. Ppy-y(kN)=
55.53
moment due to passive-earth pressure transverse direc. Mpy-y(kN)=
12.60
active-earth pressure transverse direc. Pay-y(kN)=
13.35
moment due to active-earth pressure transverse direc. May-y(kN)= applied total moment over the foundation in transverse direc. ΣM(kN.m)= eccentricity in transverse direction e(m)= transverse direction applied soil pressure qmax(kN/m2)= transverse direction applied soil pressure qmin(kN/m2)= total vertical load Q(kN)= internal friction angle Ø= passive earth pressure coefficent Kp=
2.406 446.8 0.69 41.06 5.044 647.5 20 2.04
active earth pressure coefficent Ka=
0.49
passive-earth pressure longitudinal direc. Ppy-y(kN)=
55.53
moment due to passive-earth pressure longitudinal direc. Mpy-y(kN)=
4.46
active-earth pressure longitudinal direc. Pay-y(kN)=
13.35
moment due to active-earth pressure longitudinal direc. May-y(kN)= applied total moment over the foundation in longitudinal direc. ΣM(kN.m)= eccentricity in longitudinal direction e(m)= longitudinal direction applied soil pressure qmax(kN/m2)= longitudinal direction applied soil pressure qmin(kN/m2)= volume of concrete(m3)= transverse direction resisting moments Mres(kN.m)= transverse direction overturninig moments Move(kN.m)= Factor of safetyof overturning=
3.029 647.6 1 49.36 0 9.515 2077 1347 1.542
-3.047318344
LONGITUDINAL VIEW
LOADS COMING FROM TOWER : Moment Shear Moment Myy Tx Mxx (kN.m) (kN) (kN.m)
361
29
591
Shear Ty (kN)
48
2*Q q= L 3 * B ( − e) 2 Kp =
1 + sin θ 1 − sin θ θ = 20°
Ka =
γ = 16kN / m3
q ≤ qall = 50 kN / m 2 1 − sin θ 1 + sin θ θ = 20°
1 2 3 4 5 6 7 8
10 12 14 16 18 20 22 24
301 302 303 304 305 306 307 308
78.53 113.09 153.93 201.06 254.47 314.16 380.13 452.38
78.53
REINFORCEMENT CALCULATION FOR PAD required steel area As(mm2)= 2 Asmin(mm )=
SELECT REINFORCEMENT DIAMETER number of reinforcement at top of pad : number of reinforcement at bottom of pad :
10
78.53
5694
Steel Grade
TRANSVERSAL VIEW 2 Km(mm /kN) Kl Conc. Grade
5300 1 10 73 73
S420
C20
COLUMN REINFORCEMENT For S420&C20 m=fyd/fcd
27.38
According to ACI code min. steel ratio βmin=
0.005
Asmin(mm2)=
800
260
K 380 1067.581
K > Kl → O.K Points P X XY Y
Axial force 205.16 -191.32 -191.3 205.08
Mxx
Myy -10.26 9.57 -9.58 10.27
Tx -13.022 -12.535 -12.331 -13.237
According to interaction diagram:
m=
n=
From interaction diagram:β*m= Calculation of reinforcement ratio:β reinforcement Areq(mm2)
Md
b * h 2 * f cd
m:
N b * h * f cd
n:
0.012 10
6
0.15 0.00547932 876.690411
Asmin>Asreq number of reinforcement: 1
Column Depth 0.096
Column Width
11
-9.05 8.44 -8.45 9.06
Ty -11.49 -11.06 -10.88 -11.68
SA-RA Energy
CALCULATION SHEET
Drawings
Project:
Prepared By: Date:
Subject:
SA-RA Energy
CALCULATION SHEET
WORKSHOP DRAWINGS
Project:
Prepared By: Date:
Subject:
SA-RA Energy
CALCULATION SHEET
Subject:
LOADING TREES for TESTING
Project:
Prepared By: Date:
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