DIN VDE 0210_1985-OCR

DEUTSCHE NORM

DIN VDE 0210

December 1985

Planning and Design of Overhead Power Lines with Rated Voltages above 1 kV

/-

,£5.17:621.3.027.4:001.4 -·

. DEUTSCHE NORM

December 1985

Planning and Design of Overhead Power DIN Lines with Rated Voltages above 1 kV VDE 0210 This standard that is approved by the Managing Committee of the Association of German Electrical Engineers (VDE e.V.) is thus also a VDE Specification within the meaning of VDE 0022. It has been incorporated into the VDE Specifications Series under the above-mentioned number and has been notified in the Elektrotechnische Zeitschrift (etz). This· standard supersedes VDE 0210/5.69 No relevant· regional or international standards exist concerning the scope of this standard. The contents of the standard was published in the draft DIN 57210/VDE 0210/4.83.

Commencement of validity This standard (VDE Specification) applies as of lst December 1985. Contents 1 2 3 4 5

Scope Definitions General requirements _conductors Conductor accessories 6 Insulators, insulator sets 7 Accessories for insulator sets and other conductor attachments 8 Towers 9 Foundations 10 Earthing 11 Clearances within t~e overhead power line 12 Clearances in rural areas ' 13 Clearances and specifications for line design in the proximity of building installations and traffic routes 14 Special specifications for crossings and approaches Appendix A: Galvanizing of towers and other components Quoted standards and other .documents Previous editions Amendments Comments

Page 2 2 5 5 12 13

'

14 16 43 62 62 64

66 78 79 81

87 87 88

Continuation page 2 to 99

German Electrotechnical Commission within DIN and VDE

(DKE)

Page 2 DIN VDE 0210 PLANNING AND DESIGN OF OVERHEAD POWER LINES WITH RATED VOLTAGES ABOVE 1 KV 1. SCOPE This standard applies to planning and design of overhead power lines with rated voltages above l kV. It also applies to telecommunication cables installed on supports of overhead power lines. 2. DEFINITIONS 2.1 Overhead line The term overhead line includes the entire installation for transmission and ·distribution of electrical power above ground, consisting of supports and line components. Supports comprise towers, their foundations and earthing. Line components comprise overhead conductors and insulators together with their accessories. 2.2 Towers and poles Towers or poles are parts of the support~. Towers include the tower body, earthwire peak(s) and crossarm(s). According to Clauses 2.2.1 to 2.2.7 they serve for following purposes. 2.2.1 Suspension tower line.

supports

the conductors

in

a

straight

2.2.2 Angle suspension tower serves as suspension support for the conductors where the line changes direction 2.2.3 Angle tower carries the resulting conductor tensile forces where the line changes direction. 2.2.4 Section tower and angle section tower carry the conductor ter.sile forces in line direction or in the resultant direction, respectively, and serve additionally as rigid points in the line. 2.2.5 Terminal tower forces on one side.

carries

the

total

conductor

2.2.6 Special tower serves for one or several of tioned purposes. 2.2.7 Guyed tower is additionally order to stabilise the tower body.

provided

the

tensile

above men-

with staywires in

2.2.8 Net working force of a tower or pole is the permissible total horizontal force at the tower top after deduction of a force equivalent to the wind load on the tower structure in terms of the tower top. 2.2.9 Uplift or downward forces are represented by the components of the conductor tensile forces due to differing heights of the suspension points. They act against or in direction of the conductor deadweight forces, respectively.

DIN VDE 0210 Page

3

2.2.10 Additional load allows for the loading of conductors , insulators and warning markers by glaze, rime or snow. It may be assumed that the additional load is equally distributed along each span. (Internationally additional load is usually referred to as ice load). 2.2.11 Span length is the horizontal distance between two adjacent supports. (When determining the horizontal distance of the fixing points of a conductor the angle of the 6rossarm to the line must be considered accordingly). 2.2.12 Wind span of a tower is the arithmetic mean value of the lengths of the two adjacent spans. all components which are not 2.2.13 Tower eq~ipment summarizes part of the tower structure or of the conductors. Insulators and accessories are in this category.

2.3 Foundations Foundations are parts of the supports and fulfil the task of transferring the structural loads from the tower to the sub~oil, and, at the same time, protecting the tower against critical movements of the subsoil.

2.3.1 Compact foundation single foundation.

accommodates

the tower body within one

2.3.2 Separate footing foundation provides individual foundations for each leg member of the tower. 2.3.3 Working load of a foundation is the load transferred from the tower-to the foundation for a given loading case. 2.).4 Failing load of a foundation is the load under which the foundation fails. The failure is defined by inadmissible large foundation movements and occurs in the transition range between stable and unstable state of equilibrium. 2.4 Conductors Conductors are the bare or covered, insulated or earthed cables strung between the supports of an overhead line irrespective of whether they are alive or not. 2.4.1 Bundle conductor is an arrangement of two or more subconductors used instead of a single conductor and kept at approximately constant spacing over their entire length. 2.4.2 Failing load of a conductor 0,95 times the theoretical is failure strength according standards DIN 48201, DIN to 48204 and DIN 48206. 2.4.3 Unit deadweight force related to the cross-section (QLK) is the force of the deadweight of 1 m of conductor per mmz of cross-sectional area.

2.4.4 Nominal cross-section of a conductor is the cross-sectional parameter used for the designation of the conductor.

Page 4 DIN VDE 0210 2.4.5 Actual cross-section of a conductor is the cross-section of metal resulting from the conductor design without considering tolerances due to manufacturing. is the theoretical value 2.4.6 Tensile stress of a conductor the conductor tensile force which results from the division of by the actual cross-section. 2.4.7 Maximum working tensile stress is the horizontal component of the selected maximum conductor tensile stress which occurs under the conditions of installation and the specified loading assumptions. 2.4.8 Permissible maximum working tensile stress accordfhg to Table 3 Col~mn 6 is the horizontal component of the conductor tensile stress. 2.4.9 Long-term tensile stress is the tensile stress which a conductor can withstand for one year without failing. 2.4.10 Everyday stress is the horizontal component of the conductor tensile stress which occurs at the annual mean temperature (normally +lO"C) without wind load. 2.4.11 Maximum working tensile force of a conductor is the product of actual cross-section and maximum working tensile stress. 2.4.12 Conductor temperature is the temperature of a conductor due to ambient temperature, wind and electrical load current. 2.4.13 Sag of a conductor is the vertical distance between the conductor and the alignment of the conductor suspension points (suspension sets) or attachment points (tension sets) at the supp9rts. 2.5 Insulators Insulators serve as insulation of live conductors against earth or other live components. The definitions for insulators are given in DIN VDE 0441 Part 2 and DIN VDE 0446 Part 1. 2.5.1 Multiple insulator set lator strings.

is

an arrangement of several insu-

2.5.2 Routine test load of an insulator is the static force to which every insulator shall be subjected according to the conditions specified in DIN VDE 0446 Part 1. 2.6 Accessories Accessories serve for the mechanical attachment, the electrical connection and the protection of conductors and insulators. The definitions for fittings, accessories for conductors and accessories for insulator sets and for other conductor attachments are laid down in DIN VDE 0212 Part 50.

DIN VDE 0210 Page

5

2.6.1 Accessories for conductors are components which are directly connected to the conductor and serve tQ terminate, to suspend and to joint the conductors. Vibration protection fittings and bundle spacers are also in this category. 2.6.2 Accessories for insulator sets and other conductor attachments are components which serve to connect the tension or suspension components (accessories for conductors) with the supports. In case of insulator sets the components to connect insulators are also in this category. The insulators, however, are excluded. Usually, these are all components mechanically loaded by the conductor tensile force or the conductor deadweight and arranged between the assembly of the tension or suspension clamp and the ~irst detachable part at the support, for example the jointing pin or the U-bolt, the insulators excepted. Arcing and corona protection fittings are also included.

2.7 Layout of an overhead line 2.7.1 Section

is the part of an between two adjacent ~ection supports.

overhead

line

situated

2.7.2 Span is the part of an overhead line situated between two adjacent supports.

2.7.3 Crossing span is the part of an overhead line over or under a crossed installation situated between two adjacent supports. 2.7.4 Clearances according to Clauses 11, 12 and 13 are minimum clearances and shall not be infringed under conditions of maximum sag at the selected conductor temperature according to Clauses 4.3.1 and 4.3.2, respectively.

3. GENERAL REQUIREMENTS All components of an overhead line shall be selected, designed and installed in such a manner that they perform reliably during operation under the climatic conditions to be regularly expected, under the maximum operating voltage, under the effects of the electrical load current and under the short circuit loadings to be expected. If necessary the influence of atmospheric and switching overvoltages shall be taken into consideration. These requirements are met if an overhead line is designed and installed according to the following stipulations. DIN VDE

0105

Part

1

applies

to

operation

and

maintenance.

4. CONDUCTORS 4.1 Rating 4.1.1 Thermal rating Material and cross-section Of a conductor shall be selected such that the conductor will not reach a temperature which would lead to an inadmissible reduction of its mechanical strength while being subjected to the maximum electrical load current

Page 6 DIN VDE 0210 of ambient conditions or of the maximum short taking account to be expected. circuit load condition The standards of contain data for conductors.

the series DIN 48201, DIN 48204 and DIN 48206 the current-carrying capacity of standardized

DIN VDE 0103 applies to the mechanical and thermal short circuit strength. Departing from this specification the permissible conconductor temperatures shall be limited to the values given in Table 1. Table 1.

Permissible conductor temperature in case of short-circuit loading

.

Material

Permissible conductor temperature ·c at short circuit

Homogeneous conductors

Copper AAC AAAC Steel

170 130 160 200

Reinforced conductors

ACSR AACSR

160 160

Type of conductor

..

4.1.2 Mechanical rating 4.1.2.1 Loading according to maximum working tensile stress At a temperature of -5"C with the normal additional load according to Clause 8.1.1.2 and at -20"C without additional or wind loads and at +5"C and wind load according to Clause 8.1.2.1 ~the horizontal component of the conductor tensile stress shall not exceed the permissible maximum working tensile stress according to Table 3 Column 6. Additionally, under these conditions the conductor tensile stress at the support positions may exceed the permissible maximum working tensile stress by not more than 5 %. In case of approximately level spans a check is not necessary if the sag according to Clause 4.3 does not exceed approximately 4 % of the span length. At -5"C with the increased additional load ace. to Clause 8.1.1.2 and at -5"C with the normal additional load combined with wind load ace. to Clause 8.2.1.3 and at -5"C with the increased additional load combined with wind load ace. to Clause 8.2.1.3 the permissible maximum working tensile stress ace. to Table 3 -Column 6 need not be adhered to, however, the specifications related to the long-term tensile stress ace. to Clause 4.1.2.2 shall be met.

DIN VDE 0210 Page -

7

For selfsupporting metal-reinforced telecommunication aerial cables the permissible maximum working tensile stress shall be selected with regard to Table 3 Column 6 taking account of material and design of the supporting reinforcement. 4.1.2.2 Loading according to long-term tensile stress At -5"C with three times the normal or twice the increased additional load ace. to Clause 8.1.1.2 or at -5"C with the normal additional load combined with wind load ace. to Clause 8.2.1.3 or at -5"C with the increased additional load combined with wind load ace. to Clause 8.2.1.3 the conductor tensile stress at the support positions shall not exceed the loqg-term tensile stress ace. to Table 3 Column 8 whereby the higher value of stress will apply.

_ For selfsupporting metal-reinforced telecommunication aerial cables the long-term tensile stress shall be selected related to Table 3 Column 8 taking care of material and design of the supporting reinforcement. 4.1.2.3 Loading according to everyday stress

-

At the annual mean temperature, which can be assumed to be +lO"C normally, the horizontal component of the conductor tensile stress without wind load should not exceed the everyday stress ace. to Table 3 Column ~c:-Depending on the design of the suspension fittings and on the efficiency of the vibration protection the horizontal component of the conductor tensile stress may exceed the everyday stress ace. to Table 3 Column 7 by up to 3..2J_tn individual cases. In case of selfsupporting metal-reinforced telecommunication aerial cables the everyday stress shall be selected in relation to Table 3 Column~, depending on material and design of the supporting reinforcement. 4.1.2.4 Stress due to aeolian vibrations Conductors are excited to vibration by laminar windflows which may lead to damag~ by failures of individual strands and, eventually, of the whole conductor. Occurrence and intensity of the vibration to be expected depend on the material, design and cross-section of the conductor, on the magnitude of the everyday stress, on the local wind and terrain conditions, on the design of the suspension arrangements and on the fittings used as well as on the span length and on the height of the conductors above gr·ound level. When selecting the everyday stress ace. to Clause 4.1.2.3 there will be only a small risk of vibration failure of reinforced conductors made of aluminium and steel as well as in case of homogeneous conductors made of copper, of steel, of copper wrought alloys or of aluminium clad steel, assuming

Page 8 DIN VDE 0210 favourable environmental conditions and a suitable design of the suspension arrangements. In case of lines susceptible to vibration possible damage can be effectively counteracted by provision of vibration protection fittings. Conductors with a small proportion of steel, homogeneous conductors made of aluminium or aluminium alloy and reinforced conductors made of aluminium alloy and steel, conductors with diameters larger than 25 mm as well as conductors in spans longer than 500 mare more susceptible to vibration. If an increased susceptibility to vibration has to be assumed or has been observed the design of the suspension set and of the damping devices shall be suitably selected in order to guarantee an effective protection of the conductors. 4.2 Conductor make up 4.2.1 Materials The materials for standardized conductors are specified by the relevant DIN standards. Where non-standardized conductors are made up by materials the mechanical and electrical characteristics of which correspond to Table 3 and to the DIN standards, a proof of their qualification is not necessary. Where materials are used which deviate from the mechanical and electrical data given in Table 3 and the DIN standards their characteristics and their qualification for the individual case of application shall be proved. 4.2.2 Properties The properties and dimensions of standard conductors are specified in standards of the series DIN 48200, DIN 48201, DIN 48203 as well as in DIN 48204 and DIN 48206. For non-standard conductors the properties and suitability for the individual case of application shall be approved. This also applies to self-supporting reinforced telecommunication aerial cables ace. to DIN VDE 0818.

DIN VDE 0210 Page

9

4.2.3 Minimum cross-sections Table 2. Minimum cross-sections Material

Nominal cross-section mm 2

ACSR ace. to DIN 48204 AAC ace. to DIN 48201 Part 5 AACSR ace. to DIN 48206 AAAC ace. to DIN 48201 Part 6 Copper ace. to DIN 48201 Part 1 Copper wrought alloy ace. to DIN 48201 Part 2 Steel ace. to DIN 48201 Part 3 Aluminium clad steel ace. to DIN 48201 Part 8

35/6 50 35/6 35 25 25 25 25

Single-wire conductors shall not be used. 4.2.4 Tests For testing · of conductors the standards of the series DIN 48203 are mandatory. 4.3 Sag 4.3.1 Maximum sag shall be the greater of the values resulting from a conductor temperature of -s·c with normal or increased additional load ace. to Clause 8.1.1.2 or from a conductor temperature of +40"C without additional load. 4.3.2 In case of overhead lines for which a high electric current is likely to occur in summer a higher conductor temperature, in excess of +40 ·c, shall be considered when evaluating the maximum sag. 4.3.3 If the sag is calculated using the specific characteristics of the conductor, the data shown in Table 3 apply for standard conductors. In case of non-standard conductors the unit deadweight related to the cross-section expressed by the unit kg/(m*mm 2 ) will be converted to the unit weight force related to the cross-section (QLK) expressed by the unit N/(m*mm 2 ) by multiplying by the factor 10. 4.3.4 During their life the conductors will suffer permanent elongation (creep) resulting in an increase of the sag. At no time shall this increase of sag cause the clearances to fall below the specified values.

'U

Table 3. Composition, mechanical characteristics, permissible maximum working stress, everyday stress and ultimate long-term stress for standard conductors ace. to DIN 118201, DIN 48204 and DIN 48206

Ill ()q

ro .......

Conductor type and rna terial

0

2

1 Crosssectional ratio

Stranding

3 Unit deadweight force related to cross-section QLK

ACSR ace. to DIN '48204

1,4

and

AACSR (A1drey/ Steel) ace. to DIN 48206, respectively

Coefficient of thermal expansion Et -6

(!2_) K

14/7 111/19

0,0491

1,7

12/7

0,0466

15,3

4,3

30/7

0,0375

6,0

6/1 26/7

0,0350

5 Effective modulus of elasticity E

6

8

7

Permissible maximum working stress

Everyday stress

tl

kN/mm

N/mm

I

2

N/mm

l

2

.tl [rJ

N/mm

ACSR AACSR

240

270

90

104

401

464

107

220

255

84

102

368

435

17,8

82

140

190

57

69

240

328

19,2 18,9

77

120

175

56

67

208

300

110

1\.)

2

....... 0

ACSR AACSR

81

0,0336

19,6 19,3 19,4

74 70 68

llO

165

52

63

189

284

·n,3

48/7

0,0320

20,5

62

95

155

44

165

265

14,5

115/7

0,0309

20,9

61

90

148

40

53 50

152

255

23,1

7217

0,0298

21,7

60

80

-

35

-

130

-

60

7 19 37

z < 0

2

ACSR AACSR

15,0

H

Ultimate long-term stress

24/7 54/7 54/19

7,7

AAC ace. to DIN 48201 Part 5

(~) m.mm

4

0,0275

61 91

23,0

57

70

30

120

55 ----

-------

-

I

Continued from Table 3. 2

1 Conductor type and rna terial

Crosssectional ratio

Stranding

Unit dead- ' weight force related to cross-section QLK

AAAC (Aldrey) ace. to,DIN 48201 Part 6

Copper ace. to DIN 48201 Part 1

4

3

(~) m.mm

'

Coefficient of thermal expansion Et -6

(.!Q_)

K

7 19 37 61

Copper wrought alloy (Bronze I • . • Bronze I II) ace. to DIN 48201 Part 2

7 19 37 61

Steel St I-St IV ace. to DIN 48201 Part 3

7

Effective modulus of elasticity E

kN/mm 2

8

1

Pennissi ble maximum working stress N/mm 2

Everyday stress

N/mm 2

Ultimate long-term stress N/mm 2

60

1

19 37 61 91

6

5

0,0275

23,0

57 140

44

240

55

.

113 105 0,0906

17,0

175

85

300

100 113 105 100

I

400

235

Bz II III

295

100

500 0

620

365

:-i

:z: (\)

-.J

Page 28 DIN VDE 0210 8.3.2.1 General Only the tensile force of one conductor at one crossarm needs to be assumed to be reduced. The unbalanced conductor tensile force shall be assumed in such a manner that the most unfavourable loadings are produced in the individual members. Also, only the failing of one insulator string of a multiple insulator set at the same time needs to be assumed, however, at that point of action which produces the most unfavourable loading of each individual member. 8.3.2.2 Suspension and angle suspension towers The assumptions acc.to Clause 8.2.2.2, loading case MA 1 apply to the unbalanced tensile forces. A reduction of the conductor tensile force on obe side by 65 % shall be considered for the earthwire forces. In addition to the permanent loads the normal or increased additional load ace. to Clause 8.1.1.2 shall be taken into account. 8.3.2.3 Section towers The ~ ~~\;: l ~ . .. .. . ... ... ...... ~ .. ~-- .. -- -)., = ~ . .. ,, '

',:::

·:·.\

applies for the slenderness ratio of the sub-member as before. When connecting a compound compression member to a leg member or to a gusset plate the end stay plate may be omitted if the conne~tion is carried out by welding or by rivets or by fitted bolts. When connecting with standard bolts the end stay plate may be omitted if the distance to the next stay plate is not more than 0,75 times the theoretical interval between stay plates. compression members When the structural design of compound these requi~ements the members may be calculated complies with according to the following rules including also Clause 8.4.3.4.

DIN VDE 0210 Page 33 Table 9. Permissible stresses for components made of steel Component

1

RiVets

Components Steel structure

Compression and Bending compression, Tension and Bending tension Shear

Normal loading

Material

Type of loading

Eolts

Exceptional loading

N/rnrn 2

1

I 1160 1240

St 37-2 St 52-3

I

220 330

I

I 104 156

143 214

160 240

220 330

St 37-2,USt36 4.6 320 St 37-21 >~ 5.6 320 St 52-3! 5.6. 480

440 440 600

4.6 126 5.6- 168 10.9- 270

173 231 371

4.6 5.·6 10. 9. 4.6· 5.6•10.9·-

280 280 280 280 420 420

385 385 385 385 575 575

10.9 - 380

522

10.9

783

St 37_:21 St 52-31

I

I

Round head rivets ace. to DIN 124

Shearing

Fitted bolts ace. to DIN 7968

Bearing

lust36 1

4.6 5.6

!

Shearing Hexagon bolts ace. to DIN 7990 · High-stre~gth bolts ace. to DIN 6914 without pr~-L stressing ·: ': I / Bearing . ..

'

St St St St St St

t

37-2 37-2 t 37-2 ~~ 52-3 1 52-31 52-31 i

,~

:

High-strength bolts ace. to DIN 6914 with prestressing

Bearing

~0,5xFvl)

Hexagon bolts ace. to DIN 7990

St 37-21

St

52-31

570

171

Tension

Fitted bolts ace. to DIN 7968

5.6

150

206

10.9

410

563

\oo~

High-strength bolts ace. to DIN 6914 without prestressing 1) Fv ace. to DIN 18800 Part 1/03.81, Table 9

Column 2 and DIN 18800

Part 7/05.83, Table 1 Column 2, respectively.

Page 34 DIN VDE 0210 Compound compression members which consist of m sub-members, the cross-section of which is provided with a material principal axis x-x, may be calculated against buckling transversely to this material axis as a single compression member. As far as buckling transversely to the non-material principal axis y-y is concerned the member can be treated as a single compression member with a virtual slenderness of ·

" +2 m . J.,2 "'y

/.yi =

where A is the slenderness ratio of the individual sub-member. 1 In case of a lattice system adopted for the connection of the sub-members the effective working length, and in case of stay plates their centre-to-centre distance, shall be assumed as the buck l i n g 1 eng t h s k • For i t he, min i mum r ad ius of g y rat ion of a 1 1 sub-member shall be used. / If the leg member is formed by several angle sections and if the angle legs are parallel to the tower faces then the leg member shall be checked against buckling in each of the tower faces. Fo.r the slenderness ratio the maximum of the values Ax or A and A . or A . , respectively, shall be adopted. y

Y1

X.l.

\.

'\

members consisting of two angle sections arranged in cruciform the buckling of which is not constrained to a definite direction due to connections within the buckling length need only to be checked against buckling transversely to the material axis x-x. In case of compound compression members with two immaterial axes the higher value of the two slenderness ratios A y 1. .·.shall be .used. . ' . ' . ' ... ' Compress~on

,

.

'

All stay plates ~nd bracings as well as their connections shall be rated such that under action of the virtual member shear force ... .

the stresses permissible not be exceeded. Where:

w Y1.

for the considered loading case shall

buckling coefficient according to the virtual slenderness ratio. I

For stay plates and filler plates of compound compression members it is sufficient to prove that their connections are able to withstand the force s

T= Q··I L'

resulting from virtual member shear force Q., where 1

·s

e

interval of the stay plates and spacing of the centroidal lines of the angle sections of the sub-members.

DIN VDE 0210 Page 35 When checking the connections of the stay pla~es the moment due to the eccentric application of the force T shall be considered. In the case of compression members consisting of angle sections arranged in cruciform the stay plates may be arranged staggered at right angles or in parallel. 8.4.2.10 Buckling length of leg members If the ends of the members are restrained to preclude lateral displacements, the buckling length sK of leg members of lattice steel towers shall be the effective working length sx or sD . If there is a definite direction of buckling due to the connections within the buckling length, the moment of inertia shall be related to the axis which is perpendicular to that direction. If the leg members consist of equal-leg angle sections and if the bracings are arranged according to Fig. 2a or 2b the analysis of the leg members shall be based on the moment of inertia I • X

If the bracing is arranged according to Fig. 2c or 2d the minimum moment of inertia I~ shall be considered. If the bracing is arranged according to Fig. .2a or 2b the buckling length sk of the leg members may be assumed to be equal to s if the slenderness ratio X

~:.r

.

·,, ...

does not exc~e~~8o. ·...

b)

d)

Fig. 2. Bu