45-66-132 KV ELECTRIC TOWERS

OTDS LTD - Unit 11 Spitfire Business Park, Hawker Road, Croydon, CRO4WD, UK

Tel: +44(0)2086811223)

Fax: +44(0)2086800400

Email: enquiries@otds.co.uk

Web: www.otds.co.uk

OTDS 1. MAIN MAIN FEATURES.

It's bolted lattice supports suitable for voltages up to 66 kV.

These supports are composed of equal legs angles with S275 and S355 steel according to UNE-EN 10025, fitted with

5.6 quality bolts according to EN 20898 and DIN 7990, and each member has your identify mark. The head of this

support is square, 1.25 m wide, and their bodies are tapered, with square section.

All materials are hot dip galvanized according to the UNE-EN ISO 1461..

Upon request is possible supply shafts and special heads, different than those shown in this catalog.

We have offer 3 kinds of towers:

• Tower type SL (suspension type).

• Tower type S2 (up to 609 angle type).

• Tower type ST (dead end type).

Each kind of tower have a basic body plus extensions plus different lenghts of legs.

The software used to calculate is a "3D" specially developed for this type of structures (PLS-Tower version 12.5).

Forces due to wires were applied directly about attachment of the chain of insulators. The wind loads were applied to

the center of gravity of each panel.

The pylon was designed with a set of extensions that can be used at any section and to the dimensions given in the

drawings.

2 STANDARDS AND LIMITS OF CALCULATION.

To calculate and design the elements of the lattice steel tower submitted to buckling, shear, bearing, net section or

rupture connection as result of axial or compression loads, we follow the indications of "American Society of

Civil Engineers — ASCE 10-97" "Design of Latticed Steel Transmision Structures"

The limits of calculation according the standard ASCE 10-97 are:

Maximum ratio of unsupported length of steel compression members to their least radius of gyration (L/r) shall be:

Main members 150

Bracings, other members 200

Redundant members 250

Bracings in Tension-Only 350

Minimal thickness:

Main members 4 mm.

Bracings, other members 3 mm.

Redundant members 3 mm.

Bolts M12, M16

Minimal angles size, elements with loads:

All angles 40 mm.

PAGE 1

/

104

47

2 104 —3-

411 ardsCrn2 1 319 223

4 _ 104—r. 3 4 104

319 I 319 1 223 223

1 EC al*I ■ rn2

1 1111 claNbtr'

1. 8— 4

'BB ::: 'L --....

/ 1 I/ I

GO ..

2 162

585. 1 232

4 21111

/1 232

OTDS Material used in the lattice steel towers:

Steel according EN 10025, 5275JR and S355JR.

Bolts according EN-20898 6.8 quality and dimensions according DIN 7990.

Hexagon nuts dimensions according DIN 555.

Plain washers dimensions according DIN 7989.

Steel galvanisation according ISO 1461.

3 LOADS OF SL TOWER.

1 92

Hypothesis 1

S.F.=1,9

NM% 3.1 S.F.=1,0

S.

i PAGE 2 - 4

•ae ason2

2 -••• 299

60 232

4 162 -4.

62 /11 E SS / 232 232

2

Fthes1

w■■■■

OTDS

3 288 —

/ 199 I

232

190 231.1.m2

OTDS

911cl2Wm2

99

129

/ 1 2

2 —1. 299

i

_

ec oat+ rrz

Hypo S. F.=1,0

111■11

rillS.F1 .= .,8 ' I■r

PAGE 3

Tarps

Hypothesis 5.1 Hypothesis 5.2 5.F.=1,8

S.F.=1,8 ■■.

Hypothesis 6.1

Hypothesis 6.2 S.F.=1,8

5.F.=1,8

1■1,

PAGE 5

OTDS 4 LOADS OF S2 TOWER.

dif4Afi. /2 1

pothesis 3.1 S.F.=1,9

2

1XX., NthL1n2 ==

1 AV S4.4

/I /I eu I

Hypothesis 3.2 S.F.=1,9

PAGE 6

2

-4 16

:44

OTDS

- etti

'LE

7 eLe

etr/ 1

[

Hypothesis 4.1

S. F.=1,0

1■11

Hypothesis 6.1

S.F.=1,8

V/■//

PAGE 7

OTDS -•••!-

Hypothesis 6.2

Hypothesis 6.3 S.F.=1,8

S. F.=1,8 .1■IP

PAGE 8

(YIDS 5 LOADS OF ST TOWER.

2 _1.199

ciaWr.12

225

4 198 -I. - ■•••

14 156 • 5

iHypothesis 1 S.F .= 1,9

_

/ 1 0

- ,... IBC 1r2 --;,.. 151/ r

, 225

193 19E

1121 5

71

24

77e

2 55

45 clat•Irr.2 ii .Z1

Hypothesis 2 S. F.=1,9

_

1E0 dater:. -iiii

3 4 no -I. -1.198

15(21

.. "1 I Hypothesis 3,2 IrYPS1111111.F.=1,0 S.F.=1,0

vi■J

PAGE 9

1 ,

-Y■

lEt 33C,

Tarps

180 daNAV

' 196

156/ ir 225

0q712

:t.11

listtniMitresis 3.3 H y po thesis 3.4

S. F.=1,0

S.F.=1,0

Hypothesis 4.1 S.F.=1,0 Hypothesis 6.1

S. F.=1,9

••°°'°""' PAGE 10

OTDS

Hypothesis 6.2

Hypothesis 6.3 S.F.=1,8

S.F.=1,8

Hypothesis 6.4

Hypothesis 6.5

S. F.=18

S.F.=1,8

1■■ 1■1111

PAGE 11