BSK 07-Svedski Standard

8/10/2019 BSK 07-Svedski Standard

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Revision ndringsnot Datum

A Revision av standarder och nymall 10-07-09

TEKNISK RIKTLINJE 2010-07-09 TR5-03E REV A

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List of contents

3.1 REFERENCES ........................................................................................................ 7

3.2 SCOPE................................................................................................................... 10

3.3 DEFENITION ....................................................................................................... 10

3.4 DESCRIPTION ......................................................................................................11

3.5 REQUIREMENT....................................................................................................11

3.5.1 Material .................................................................................................... 11

3. 5.1.1 Steel.............................................................................................11

3.5.1.2 Staywire .................................................................................... 12

3.5.1.3 Wood.......................................................................................... 12

3.5.1.4 Concrete..................................................................................... 123.5.2 Design ...................................................................................................... 12

3.5.2.1 Steel supports ............................................................................ 12

3.5.2.2 General requirements for steel design and detailing............... 13

3.5.2.3 Wood.......................................................................................... 15

3.5.2.4 Concrete..................................................................................... 15

3.5.2.5 Support electrical clearances.................................................... 15

3.5.3 Load conditions ....................................................................................... 15

3.5.4 Workmanship and detailing ....................................................................17

3.5.4.1 General .......................................................................................17

3.5.4.2 Hot-dip galvanising ...................................................................173.5.4.3.Details.........................................................................................17

3.5.5 Documentation ........................................................................................ 22

3.5.5.1 Drawings and calculations ....................................................... 23

3.5.6 Plates and warning signs ........................................................................ 23

3.5.6.1 General ......................................................................................23

3.5.6.2 Warning signs ...........................................................................23

3.5.6.3 Number plates ...........................................................................23

3.5.6.4 Aerial number plates.................................................................24

3.5.6.5 Aerial warning signs.................................................................24


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3.5.6.6 Crossarm plates (line designation plates)................................24

3.5.6.7 Navigable waterway crossing signs ........................................ 243.5.6.8 Prohibitory climbing signs .......................................................24

3.5.6.9 Line orientation plates .............................................................. 24

3.6 FABRICATION .....................................................................................................24

3.6.1 Inspection plan ........................................................................................ 24

3.6.2 Workmanship ..........................................................................................24

3.6.2.1 Materials ................................................................................... 25

3.6.2.2 Dimensions ................................................................................ 25

3.6.2.3 Surface finish.............................................................................26

3.6.2.4 Welding......................................................................................27

3.6.3 Specification Deviations.......................................................................... 27

3.6.4 Erection Marking .................................................................................... 27

3.6.4.1 Bolted structures .......................................................................28

3.6.4.2 Welded structures .....................................................................28

3.6.5 Manufacturing requirements .................................................................28

3.6.5.1 Mass production........................................................................28

3.6.5.2 Machining..................................................................................28

3.6.5.3 Welding......................................................................................29

3.6.5.4 Fitting ........................................................................................ 29

3.6.5.5 Heat treatment ..........................................................................29

3.6.5.6 Hot-dip galvanising ..................................................................30

3.7 TESTING ..............................................................................................................30

3.7.1 Routine tests ............................................................................................ 31

3.7.2 Samples.................................................................................................... 31

3.7.3 Shop assembly ......................................................................................... 31

3.7.4 Support test.............................................................................................. 31

3.8 CERTIFICATE OF DELIVERY............................................................................. 31

3.8.1 General..................................................................................................... 31

3.8.2 Quality documentation............................................................................ 31

3.8.2.1 Certificate .................................................................................. 31

3.8.2.2 Deviation report ........................................................................ 32

3.8.2.3 Separate reports and inspection companies ............................ 32


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3.9 ASSEMBLY...........................................................................................................32

3.9.1 General.....................................................................................................32

Enclosure A ....................................................................................................................33

3.A Hinged lattice column design calculation ...............................................................33

3.A.1 Euler load................................................................................................. 33

3.A.2. Wind load.................................................................................................33

3.A.3. Beam calculation .....................................................................................343.A.4 Initial distortion ...................................................................................... 34

3.A.5. Main member .......................................................................................... 34

3.A.5.1 Square-cross section ................................................................. 34

3.A.5.2 Triangular cross-section...........................................................35

3.A.6. Diagonals................................................................................................. 35

3.A.6.1 Square cross-section ................................................................. 35

3.A.6.2 Triangular cross-section...........................................................36

3.A.7. Buckling ................................................................................................... 36

3.A.8. Stay elongation........................................................................................36

3.A.9. End sections ............................................................................................. 363.A.10.Natural frequency ................................................................................... 37

Enclosure B ....................................................................................................................38

3.B Correction of SS-EN 50341...................................................................................38

3.B SS-EN 50341:7.7.5.1/SE.1 partial factors for stays ................................38

3.B.1 SS-EN 50341:J.11 bolted connections .....................................................383.B.2 SS-EN 50341:4.2.2.4.3/se.2 wind forces on lattice towers with

triangular cross-section ..........................................................................38

3.B.3 SS-EN 50341:4.3...................................................................................... 38

Enclosure C ....................................................................................................................39

3.C Cold-formed steel profiles ....................................................................................39


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3.C.1 Buckling calculation ................................................................................ 39

3.C.2 Calculation alternative BSK....................................................................403.C.3 Calculation alternative SS-EN 1993-1-1 section 6.3 ...............................40


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3.1 REFERENCES- Note that standards, regulations etc. which are referred to in

these guidelines are subject to continuous change and can bewithdrawn, revised or replaced. The contractor shall immediatelyinform the client of such changes.

SvK TR 5-12 Insulator set fittings

BSK 07 Boverkets handbok om Stlkonstruktioner(National Board of Housing, Building andPlanning, Steel Design Manual)

Bygg K Handboken Bygg del Konstruktionsteknik(Manual "Bygg" section for design technology)

EBR handbok UNDERHLL LEDNINGAR 0,4 420 kV(OVERHEAD LINES MAINTENANCE 0,4 - 420kV)

NTR Dokument nr 1: 1998Nordiska trskyddsklasser. Del 1: Furu och andralttimpregnerbara barrtrslag. (Wood durabilityclasses. : Part 1: Pine and other permeablesoftwoods.)

SS 02 01 30 Statistisk acceptanskontroll - Metoder ochprovtagningsplaner fr attributkontroll(Sampling procedures and tables for inspectionby attributes - Swedish standard based on ISO2859)

SS-EN ISO 8501-1 Preparation of steel substrates before applicationof paints and related products- - Visualassessment of surface cleanliness. Part 1, Rustgrades

SS-EN ISO 8501-3 Preparation of steel substrates before applicationof paints and related products- - Visualassessment of surface cleanliness. Part 3,Preparation grades of welds, edges and otherareas with surface imperfections


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SS 06 52 01 Svetsarprvning (Welder performancequalification)

SS 07 56 11 Metalliska formvaror - Mrkning. (Metallicmaterials - Identification marking.)

SS 424 08 06 Linor av hrd frzinkad stltrd fr luftledningar- Fe 140 -linor. (Hard zinc-coated steel wirestrands for overhead lines - Fe140 wire strands.)

SS-EN 1993-1-1 Eurocode 3: Design of steel structures - Part 1-1:General rules and rules for buildings

SS-EN 10025-2 Hot rolled products of structural steels - Part 2:Technical delivery conditions for non-alloystructural steels

SS-EN 10025-3 Hot-rolled products of structural steels - Part 3:Technical delivery conditions fornormalised/normalised rolled weldable fine grainstructural steels

SS-EN 10149 Hot-rolled flat products made of high yieldstrength steels for cold forming

SS-EN 50341 Overhead electrical lines exceeding 45 kV AC

EN 287-1 Qualification test of welders - Fusion welding -Part 1: Steels

EN ISO 898-1 Mechanical properties of fasteners made ofcarbon steel and alloy steel - Part 1: Bolts, screwsand studs

EN ISO 2320 Prevailing torque type steel hexagon nuts -Mechanical and performance requirements

EN ISO 4014 Hexagon head bolts - Product grades A and B

EN ISO 4032 Hexagon nuts, style 1 - Product grades A and B

EN ISO 4759-3 Tolerances for fasteners - Part 3: Plain washersfor bolts, screws and nuts - Product grades A andC

EN ISO 5817 Welding - Fusion-welded joints in steel, nickel,titanium and their alloys (beam weldingexcluded) - Quality levels for imperfections


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EN ISO 9001 Quality management systems - Requirements

EN ISO 10684 Fasteners - Hot dip galvanised coatings

EN ISO 13920 Welding - General tolerances for weldedconstructions - Dimensions for length and angles- Shape and position

IEC 60652 Loading tests on overhead line structures

ISO 216 Writing paper and certain classes of printedmatter - Trimmed sizes - A and B series

ISO 898-2 Mechanical properties of fasteners - Part 2: Nutswith specified proof load values - Coarse thread

ISO 965-4 ISO general purpose metric screw threads -Tolerances - Part 4: Limits of sizes for hot-dipgalvanised external screw threads to mate withinternal screw threads tapped with toleranceposition H or G after galvanising

ISO 2553 Welded, brazed and soldered joints - Symbolicrepresentation on drawings

ISO 5455 Technical drawings - Scales


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3.2 SCOPEThese guidelines are applicable to supports made from steel, wood or concrete foroverhead lines.

3.3 DEFENITION

Technical terms and definitions used in these guidelines:

SupportStructure made from steel, wood or concrete intended to carry one or more overheadline circuits.

Steel supportLattice or beam design intended to carry one or more overhead line circuits.

Tubular steel supportTapered steel design with tubular concentric or polygonal cross-section.

Wooden support

Support of pressure impregnated pine.

Concrete supportTapered reinforced concrete design with circular cross-section.

Laminated wood supportImpregnated wooden support of waterproof laminated wood.

LatticeArrangement of individual rolled steel sections bolted together intended to transferaxial compression and tension forces.

BeamA homogenous or welded built-up steel element intended to withstand and transferimposed loads by bending and shear stress.

BarElement with a uniform cross-section throughout its longitudinal axis intended towithstand and transfer imposed structural loads.

Bars are usually made by hot rolling or cold forming. Aluminium bars can be formedby extruding.

Main memberPrincipal part of the lattice design intended to withstand and transfer imposedstructural loads.


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DiagonalSecondary part of the lattice design intended to withstand and transfer imposed

structural loads for the purpose of supporting the main members.

RedundantA low loaded support element for the purpose of supporting and restraining otherstructural members.

Thickness of materialThickness of the material in question related to the cross-section of the element.

3.4 DESCRIPTION

Supports shall carry insulator strings, phase conductors and shieldwires for one ormore circuits. The supports can either be stayed or self supporting.

3.5 REQUIREMENT

3.5.1 Material

Unless otherwise specified, all material delivered shall correspond to the latestavailable edition of the appropriate Swedish Standard and Code of Practice oralternatively foreign standards that the client deems to be equivalent or superior.If no standard is applicable or exists, which is the case in respect of patents for specialmaterial, all such material and workmanship shall be of the best quality and detailedinformation shall be submitted to the client for approval.If the standard to be followed is not written in Swedish or English the supplier shallsubmit a translated copy in Swedish or English for the standards in question.The contractor shall timeously inform the client regarding the applicable standards forthe materials to be supplied.The material shall be inspected and tested to verify compliance with the applicablespecifications or standards.

3. 5.1.1 SteelStructural steel can be coal, coal-manganese, micro-alloyed or cold-formed steel andbe manufactured either by the basic open hearth or electric oven processes.The number of steel qualities in a support should be limited to two with yield pointswithin the ranges 220-275 MPa and 350-420 MPa.The applicable impact property class for steel is to be chosen in accordance withBSK07 clause 7:23. Impact property class D is valid for steel with a yield pointexceeding 300 MPa. Steel to impact property class E is to be used for tubular steelpoles and class D for cold-formed profiles.BSK07 clauses 7:24 and 9:72 are applicable for steel plates which are subject to tensileload in the direction of the plate thickness. Testing procedures shall be specified on theworkshop drawings.The minimum bending radius of cold-formed angle sections shall be in accordancewith applicable standard such as SS-EN 10149. For cold-formed angle sections with 6-


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8 mm thickness the minimum bending radius shall be no less than 10 mm. Noadvantage is to be taken of an increase in the yield point resulting from cold-forming.

3.5.1.2 StaywireStaywire shall conform to Swedish Standard SS 424 08 06 or equivalent. The ultimate

tensile strength shall be a minimum of fuk= 1370 N/mm2.

3.5.1.3 WoodWooden poles shall preferably be of pine and fulfil the requirements of SwedishStandard SS-EN 50341:7.5/SE.1.3.Wooden poles shall be pressure impregnated to class A in accordance with therequirements of NTR Dokument nr1:1998.For glued laminated wood Swedish Standard SS-EN 50341:7.8/SE.1.1. is applicable.Glued laminated wood is to be impregnated in accordance with SS-EN50341:7.9.7/SE.1, where SS 05 61 10 is to be replaced with NTR Document nr 1:1998.

3.5.1.4 ConcreteConcrete poles shall fulfil the requirements of Swedish Standard SS-EN 50341:7.6.

3.5.2 Design

3.5.2.1 Steel supportsDesign calculations for lattice steel supports shall be performed in accordance withSwedish Standard SS-EN 50341:7.3 and annex B. Design calculations for Tubular steelpoles shall be performed in accordance with Swedish Standard SS-EN 50341:7.4 andannex B as applicable and relevant.As stated in Swedish Standard SS-EN 50341:7.3.1/SE.2 steel designs shall be

calculated either entirely in accordance with BSK 07 or with Swedish Standard SS-EN1993-1-1 with the national annex NA. Calculations where these systems are mixed arenot acceptable.Directions for the application of Annex J of SS-EN 50341:

1. Sections J6, J7 and J10 are applicable when calculations areperformed in accordance with BSK

2. Sections J1-J7 (inclusive), J10 and J11 are applicable whencalculations are performed in accordance with SS-EN 1993-1-1 together with the national annex NA. Buckling curve bwith = 0,34 is applicable for angle sections.

3. Sections J8 and J9 are not to be used.

The entire support is to be modeled in a three dimensional computer programme withpin jointed bracing. A line through the centre of gravity of the members shall be usedas the system line. The length of members between node points shall be used for thecalculation of slenderness ratios.

Calculations for self-supporting lattice supports and stayed, not hinged, latticesupports can be performed by using first order theory. Calculations for tubular steelsupports and stayed supports with hinged lattice columns at both ends shall beperformed using second order theory.

Structural parts shall have dimensions such that they will not be damaged due tovibrations or alternating stresses.


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For steel members buried underground the following rust factors in millimetres shallbe applied:

Zinkcovering( m)

Zinkweight/m2) Designation inaccordance withSS-EN ISO 1461

Rust factor

215 1550 Fe/Zn 215 1,5140 1000 Fe/Zn 165 3,0

Bolts 3,0

The table above implies that the calculated thickness of material shall be increased bythe rust factor value when determining the required thickness of material. Anappropriate steel quality should be chosen to ensure that the zinc coating will be a

minimum of 215 m (1550 g/m2).

The ratio of the free length of a member and the radius of gyration,L/i, shall notexceed:

L/ia) Members in compression

Main membersOther membersRedundant members

120200250

b) Members in tension 350

The stress in members in tension shall be calculated using the nett area after deductingthe area of bolt holes.When calculations are performed in accordance with BSK thenett area of angle sections having bolted connections in one leg only is to be further

reduced by 10%, ydnRtd fAN 9,0 . Section J4 is to be applied if calculations areperformed in accordance with Swedish standard SS-EN 50341:J4.Bolts are to be designed in accordance with BSK as normally tightened bolts. Nuts areto be secured by damaging the bolt thread protruding through the nuts with two punchmarks or chisel blows after tightening.If packers are used between members in a bolted joint the load is to be increased inaccordance with BSK clause 6:42.Bolted connections subject to shear forces are to be checked for Block shear.

Minimum thicknesses of material shall be:Open

sectionHollow/Closed

sectionMain members in tower body and crossarm *) 6 4

Earthwire peak members *) 5 4*) Exeption UPE beam 4Other members 4 3Redundant members 3 2,5Gusset plates 6 or the minimum thickness

of connecting detailsMembers buried underground 7 7

The maximum length of members shall not exceed twelve (12) metres due totransportation considerations.


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3.5.2.3 WoodWooden supports shall be designed in accordance with Swedish Standard SS-EN

50341:7.5/SE1.2 using resistance values as stated.Glued laminated supports shall be designed in accordance with Swedish Standard SS-EN 50341:7.8/SE.1.1.

3.5.2.4 ConcreteConcrete supports are to be designed in accordance with Swedish Standard SS-EN50341:7.6.

3.5.2.5 Support electrical clearancesThe minimum clearance between phase conductors and earthed parts of the supportshall be in accordance with Swedish Standard SS-EN 50341:5.4.3/SE.5.Where there is the possibility that a stay broken by flashover will cause structuralcollapse the clearance between the phase conductors and stays shall be in accordancewith Swedish Standard SS-EN 50341:5.4.3/SE.6 and SE.7.Relative displacement of supports and insulator strings shall be considered. The angleof the conductor in the vertical plane and, for angle supports the horizontal linedeviation angle, shall also be considered.For work on energised circuits the following safety distances are applicable:

System voltage(kV)

Distance in air to the outer extremity

of the danger area

(m)

Distance in air to theouter extremity of the

safe area(m)

220 1.6 3.0400 2.5 4.0

3.5.3 Load conditionsSupports and all component parts thereof shall be designed to withstand withoutfailure ultimate limit state load combinations as specified in Swedish Standard SS-EN50341:4.2.Wind and ice loads are to be calculated in accordance with Swedish Standard SS-EN50341:4. Consideration must be given to increased loads in areas where wind speedsand ice loads can be expected to exceed those stated in Swedish Standard SS-EN50341:4.All members on which a linesman can stand shall be designed for a load of 1.3 kN,acting at the most unfavourable point, without causing permanent deformation. Theload of 1.3 kN includes the partial factor Qand the stress it causes in the steel shall becalculated with the elastic modulus Wxand be limited tofyd. For inclined members theload shall be assumed to act perpendicular to the direction of the member.

The wind load on non-lattice crossarms is to be calculated with the drag factor Ct=2,0 for all members except those that are cylindrical for which Ct= 1,2 shall apply.Crossarms with only tension straps attached to the conductor attachment points areregarded as non-lattice crossarms.The wind load on supports is to be divided into transverse and longitudinalcomponents relative to the direction of the line. For lattice supports these componentsare then to be distributed on several nodes.

cos WtT QQ (transverse to the line)

sin WtL QQ (longitudinal with the line)

where QWt= wind load in accordance with Swedish Standard SS-EN50341:4.2.2.4.3 for supports and crossarms respectively.To be calculated with gust response factor Gq=1,0


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= angle of incidence of the wind with face 1 of the tower panel in ahorizontal plane according to the load case in question. The support and

the conductor can have different angles of incidence.The face with the greatest product, tt CA , shall apply forlattice supports with triangular cross-section.

Wind loads on conductors and shieldwires are given by:

2cos hclcqhWc aDCGGqQ where

qh= dynamic wind pressure in accordance with Swedish Standard SS-

EN 50341:4.2.2.2/SE.1.1.Gq= gust respons factor in accordance with Swedish Standard

SS-EN 50341:4.2.2.4.1/SE.1

Gc= structural resonance factor in accordance with Swedish

Standard SS-EN 50341:4.2.2.4.1/SE.1Ccl= drag factor in accordance with Swedish Standard SS-EN

50341:4.2.4.2/SE.2 for ice covered conductors and inaccordance with Swedish Standard SS-EN50341:4.2.2.4.1 for non ice covered conductors

D= conductor diameter inclusive of ice cover when loadedwith ice.

ah= wind span

= angle of incidence in accordance with Swedish StandardSS-EN 50341:4.2.2.4.1 figure 4.2.1.

Wind loads on staywires are to be calculated with the drag factor Ccl=1.2.

Supports are to be designed for the following cases of angles of incidence:

tosupports to conductors0

20456090

00

454590

Support legs with eccentricity shall also be designed for a load case with a reducedwind load, 0.25 qk, on the legs and staywires together with a simultaneous full wind

load on crossarms and conductors.

Support(leg, crossarm)

Face 2 (At2Ct2)

QWt

Line direction

Face 1 (At1Ct1))


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3.5.4 Workmanship and detailing

3.5.4.1 GeneralAll work, methods of work and workmanship, whether fully specified herein or not,shall be of the highest quality. The generally accepted requirements and commonlyrecognised good practice for first class work of this nature are to be followed in allrespects. All work shall be to the satisfaction and approval of the Purchaser. Suchapproval will not release the manufacturer from his responsibilities arising fromdamages due to poor workmanship.

3.5.4.2 Hot-dip galvanisingAfter coating the surface of all members shall be such that they can be handled withoutthe risk of hand injuries.

All ferrous parts shall be hot-dip galvanised in accordance with Swedish Standard SS-

EN 50341:7.9.2/SE.1.

The galvanisation shall fulfill the requirement in accordance with SS-EN ISO 1461where the appendix should be applied. Details under ground shall also fulfill therequirement in the NA appendix.

The galvanisation shall be equal with paint in accordance with ISO 8501-3.Welds, edges and other areas with surface imperfections shall before galvanisationfulfill the pre-treatment grade P3 in accordance with ISO 8501-3.

Before the galvanisation start shall the proposed repair method for galvanisation bepresented to the client. It is a requirement that the supplier of the repair product shallapprove proposed repair method including pre-treatment. All used products forreparation shall be documented with security data sheet and technical data sheet.Those sheets shall be prepared in Swedish.The minimum permitted zinc thickness on the repaired areas shall be minimumnominal value on corresponding zinc thickness in accordance with the standard +30m.

Performed reparations shall be documented in accordance with the guidelines forinspection in accordance with BSK07 (clause 9:65). Repaired areas shall be UV- andageing resistant.

3.5.4.3. Details

3.5.4.3.1 Members

All diagonal bracing for hinged standard support legs shall be identical in all respectswith the exception of those for end sections. The use of gusset plates or packing for theattachment of diagonal bracings to the main members shall be avoided as far aspossible. This can be achieved either by increasing the flange thickness or by utilising alarger bolt diameter.Support leg joints and both end sections for hinged support legs shall be provided withplan bracings. Additional plan bracings shall be provided in sections of structureswhere required due to design considerations such as stiffness, stability or other factors.Plan bracings can either be made as a stiff frame or be composed of horizontal edgemembers with internal horizontal diagonal members.At their point of intersection diagonals shall be connected with a minimum of one bolt.At each point of connection compound members shall be joined with two bolts if theconnecting flange is wider than 100 mm.


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3.5.4.3.2 Member jointsJoints in all members shall either be of the gusset plate or overlapping type.

The number of bolts in a joint shall be equal in both flanges.Main member joints in support legs shall be located directly above the position of planor diagonal bracings .

3.5.4.3.3 Bolts and accessoriesBolts in towers shall be Swedish steel structural bolts SB or equivalent. They shall havemetric threads, be of strength class 8.8 and fulfil the requirements of EN ISO 898-1and relevant parts of EN ISO 4014 product class A with the changes presented for l, ls,lg in table below.

Table for applied data for l, ls, lg

Shanklengthl M12 M16 M20 M22 M24

nom min max ls lg ls lg ls lg ls lg ls lg30 29,4 30,4 5 1035 34,5 35,5 10 1540 39,5 40,5 15 20 10 1645 44,5 45,5 20 25 15 21 10 1850 49,5 50,5 25 30 20 26 15 23 12 2055 54,4 55,6 30 35 25 31 20 28 17 2560 59,4 60,6 35 40 30 36 25 33 22 30 20 2865 64,4 65,6 40 45 35 41 30 38 27 35 25 3370 69,4 70,6 45 50 40 46 35 43 32 40 30 3875 74,4 75,6 50 55 45 51 40 48 37 45 35 43

80 79,4 80,6 55 60 50 56 45 53 42 50 40 4885 84,3 85,7 55 61 50 58 47 55 45 5390 89,3 90,7 60 66 55 63 52 60 50 5895 94,3 95,7 65 71 60 68 57 65 55 63

100 99,3 100,7 70 76 65 73 62 70 60 68105 104,3 105,7 70 78 67 75 65 73110 109,3 110,7 75 83 72 80 70 78115 114,3 115,7 80 88 77 85 75 83120 119,3 120,7 85 93 82 90 80 88125 124,2 125,8 85 93130 129,2 130,8 90 98135 134,2 135,8 95 103140 139,2 140,8 100 108145 144,2 145,8 105 113150 149,2 150,8 110 118

Nuts shall be of strength class 8 and fulfil the requirements of ISO 898-2 and EN ISO4032. Torque type steel hexagon nuts shall also fulfil the requirements of EN ISO2320. Bolts and nuts shall be marked according to ISO.


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Washers to Swedish steel structural bolts SB shall be steel structural washer orequivalent and have the measures in accordance with table y below.

M12 M16 M20 M22 M24

h d1 d2 d1 d2 d1 d2 d1 d2 d1 d27 13 24 17 30 21 37 23 39 25 44

Washers shall fulfil the requirements for product grade C of ISO 4759-3 with theexception of the thickness tolerance which shall be 0.5 mm.

Washers shall have a minimum hardness of 160 HV and a minimum yield point of 220N/mm2.Special bolts, such as for articulation and foundations, which cannot be interchangedwith other bolts, are excluded from these specifications.The Contractor shall submit for the approval of the Purchaser, detailed descriptions ofbolts, nuts, and washers.Each lot to be delivered shall be inspected by the manufacturer. The con trol programstated below shall then be executed.Sample sizes and acceptable AQL values are stipulated in tables 1 and 2 respectively ofSwedish Standard SS 02 01 30.

Structural steel bolts, with designations in accordance with EN ISO 4014, shall beinspected as follows:

Inspectionlevel

AQL

Gauging of "da, r, d, s" and thread toleranceOther dimensions (incl. thickness of zinc coating)MarkingHardening flawsMaterial compositionStrength test

S-3S-3S-3S-3S-3S-2

1,54,00,10,10,10,1

Nuts for structural steel bolts shall be inspected as follows:

Inspectionlevel

AQL

Gauging of "s" and thread toleranceOther dimensions (incl. thickness of zinc coating)MarkingMaterial compositionStrength testLocking properties for torque type steelhexagon nuts in accordance with SS-EN ISO 2320

S-3S-3S-3S-3S-2

S-3

1,54,00,10,10,1

1,5


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Washers for structural steel bolts shall be inspected as follows:

Inpectionlevel AQL

Gauging (incl. thickness of zinc coating)Strength test by hardness testing

S-3S-2

4,01,5

The supplier shall at the clients request provide test results.Other types of bolts, nuts and washers which are not in accordance with the abovementioned standards shall be approved by the client.Structrural steel bolts shall have undersized metric threads in accordance with ISO965-4.Structural steel bolts with nuts and washers shall be hot-dip galvanised according toEN ISO 10684.The threads of nuts shall be protected with suitable oil so that they can endure 6

months outdoor storage without any rust damage to the threads. This does not applyfor nuts treated with friction reducing agent.After assembly, the nuts shall be locked by damaging the threads proutruding throughthe nut twice with punch marks or chisel blows. Other locking methods that areproposed to be used, for example torque type steel nuts, are subject to the approval ofthe client.Bolts for articulation shall be locked by means of a cotter pin through the bolt on theoutside of the nut.

3.5.4.3.4 Bolted connectionsBolted connections shall conform to the requirements of Swedish Standard SS-EN50341:7.3.7/SE.2.

Angle section members with bolts in one flange only shall have the bolts placedbetween the projection of the axis of the centre of gravity and the centre line of theflange.

Bolts holes are to be placed such that socket wrenches can be used on bolts whenassembling without fouling member flanges. The bolt hole diameters shall be equal tothe bolt diameter plus 1.5 mm.

3.5.4.3.5.1 Fall protection arrangementSupports, including crossarms, shall be provided with an arrangement that limits therisk of personnel who are working and moving in supports from falling. Shouldpersonnel fall the arrangement shall also reduce the risk of injuries.The arrangement shall be suited to the work situation to ensure that it is actually used.The pace of work may not be considerably impaired and it shall be possible to be in

varying working positions and motions when using the arrangement.The design shall particularly consider the risks which are relatedto falling takingplace above or in proximity of live parts.In the case of falling it shall be possible for the distressed personnel to put themselvesout of danger.When using the arrangement it shall be possible to rescue distressed personnel withina maximum time of 10 to 15 minutes to reduce the risk of aggravated injuries.The arrangement shall be approved by the employer. The contractor may propose thatan alternative arrangement be used that has not previously been presented to theemployer for approval. In this case the contractor shall submit thoroughdocumentation of the arrangement, including assembly instructions, to the employer.


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3.5.4.3.5.2 Climbing arrangementsThe climbing arrangements shall be designed so that it is possible to enter crossarms

and earthwire peaks.The climbing arrangements shall start 2,5 m above ground.It shall be possible to climb inside the supports where clearances to the safe area inaccordance with 3.5.2.5 cannot be maintained when climbing on the outside. Passagesin and out shall be marked on the support.Supports consisting of several support legs, where it is possible to pass over acrossarm to the other legs, shall be provided with step-bolts in one leg to the crossarmand in every earthwire peak from the crossarm.

Supports consisting of several support legs, where it is not possible to pass over acrossarm to the other legs, shall be provided with step-bolts in every leg to thecrossarm and in every earthwire peak from the crossarm.

The step-bolts shall be located in diagonally opposite main members relative to the

position in the other support leg.

Step-bolts for supports with triangular cross section shall be designed to make itpossible to climb with feet in parallel. The design of the step-bolts shall be approvedby the client.

The distance between step-bolts should be 300 to 400 mm and shall, if possible, becommon in each respective support.

Step-bolts shall withstand a load of 1.5 kN without permanent deformation. Steelquality and manufacturing methods shall be such that if the step-bolt is loaded tofailure the failure will be non-brittle.

Safety clearance distances shall be observed when climbing on the outside of the

supports. Long support legs, where climbing is performed inside, shall be equippedwith a horizontal rest platform midway between ground level and the crossarm.When detailing the support climbing arrangements consideration must be given to thefact that the shieldwire can be in two different positions, either in the running-outblock or in the clamp.

Supports where climbing with step-bolts is not convenient are to be fitted with ladders,rest platforms and anti-climbing devices. A rest platform is to be fitted at the lower endof each section of ladder where horizontal movement has to take place to allow forfurther climbing. The section of ladder which is closest to the ground shall, at the lowerend, be provided with a horizontal rest platform and a lockable anti-climbing device.The anti-climbing device shall consist of a 2 metre high pivoting door, made from steelsheet, which in the locked position shall be in contact with the rungs of the ladder. Thewidth of the ladder shall be 400-450 mm with rungs 20mm minimum diameter spaced

at 300-400mm.

Ladder rungs shall withstand a load of 1.5 kN with no permanent deformation and aload of 2.6 kN with a maximum of 7 mm deformation of which 2 mm can bepermanent. Ladders together with attachments shall be designed for an ultimate loadof 2.6 kN for every 2 metres.

The load acting on ladder rungs is to be distributed over 100 mm of their length.Alternative climbing arrangements shall be submitted to the client for approval.A 1.6 metre long horizontal footstep for working purposes can in some cases berequired in the shieldwire peak. Any such footstep shall be designed with anti-slippagedevices at both ends. The load on this for a linesman shall be in accordance with clause3.5.3.


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Angle supports which are equipped with suspension insulator sets having a swing outangle more than eight degrees at every day stress conductor tension shall be designed

such that an insulator ladder can be suspended immediately above the suspensionclamp of the inner phase.

3.5.4.3.6 Conductor attachmentsShieldwire attachments shall be interchangeable. The attachment detail shall allowadequate space for a vertical angle of entry of the shieldwire into the clamp of 20degrees.

It shall be possible to position a derrick for working with the shieldwire.The attachment of suspension insulator sets to crossarms shall be designed such thatthe pivot point of the insulator swing is as close as possible to the lower edge of thecrossarm and allows swing transverse to the direction of the line.The attachment of V-string insulator sets to crossarms shall be designed such that the

upper pivot point of the insulator swing is as close as possible to the lower edge of thecrossarm and allows swing longitudinally in the direction of the line.The attachment of tension insulator sets to crossarms shall be designed such that theinnermost pivot point of the insulator set is as close as possible to the crossarm andallows swing transverse to the direction of the line.Attachment to supports shall be of clevis-tongue type fittings in accordance with SvKTR 5-12. Shackle connections are not permitted.In supports with "I" or "V"-string suspension insulator sets attachments, for hoistingof conductors and earthwires, shall be located in close vicinity to the conductor andearthwire attachment points.

In supports with tension insulator sets attachments, for hoisting and terminating ofconductors and earthwires during conductor stringing and clamping in, shall be

located in close vicinity to the conductor and earthwire attachment points.

3.5.4.3.7 StaysThe ends of staywires shall be equipped with protection housings.For double stay systems, the minimum bending radius at attachment points is 80 mm

for 142 mm2, 90 mm for 185 mm2and 155 mm for 284 mm2staywire.Pre-forming of stays can be performed as cold bending and shall done slowly withouthammering. The temperature of the staywire shall be higher than -10C immediatelybefore the bending is performed.When pre-forming stays careful observations should be made to ensure that individualstrands are not damaged or cracked and that separation of strands is not unacceptablylarge.

Test bending shall be performed at the clients request. The test is then to be approvedby the client.Stays shall be marked with yellow and black housings immediately above ground level.

3.5.4.3.8 Attachment of a hinged support legSupports with a hinged attachment between the support leg and the crossarm shall beprovided with a hinge built up of one inside and two outside gusset plates with a singlebolt performing as hinge. The hinge bolt shall be locked by punching the threads and acotter pin provided through the bolt outside the nut.

3.5.5 DocumentationThe documentation shall be performed in accordance with the requirements in SvKTR 8-04.


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3.5.5.1 Drawings and calculationsThe contractor shall prepare all drawings required for the work.

The contractor shall present the drawings in such a way that they unambiguouslyspecify how all details are to be made.

All designs shall be in accordance with these guidelines and shall take dueconsideration of the requirements regarding manufacture and assembly. Thecontractor shall be responsible for all his designs.

The contractor shall furnish the client with workshop drawings, erection drawings andcalculations for review, as called for in this specification, or that are required to verifycompliance with the contract or for any other reasons as requested by the client.

The contractor shall furnish the client with copies of drawings and calculations whichthe latter shall review. In this respect the contractor shall ensure that the drawings areproduced timeously to allow time for review and amendments to be made before theyare used for manufacturing or construction purposes.

Drawings prepared by the contractor, which are subject to review by the client, maynot be used for manufacturing or construction purposes before they have beenapproved by the client.

The review of drawings by the client does not release the contractor from any of hisobligations in accordance with these guidelines, or from his responsibility of ensuringthat the designs and drawings are correct.

Design calculations are to be reviewed and approved by the client.

Before finalisation the design of each complicated detail, it shall be submitted to theclient for review and approval. Should the clients review reveal the need for furtheractions to be taken, such as more detailed inspections, such actions shall be deemed tobe included in the contractors obligations.

SI units shall be used in all documents, calculations and drawings.

Drawings and calculations shall include details of the body of the support, support leglengths and foundations that have been included on the support assembly drawing.Inspection plan, drawings and calculations shall be submitted to the client forsupervision and approval.

3.5.6 Plates and warning signs

3.5.6.1 GeneralPlates and signs shall be mounted in accordance with the handbook of EBRUNDERHLL LEDNINGAR 0,4 420 Kv chapter 301K together with the additionalrequirements of this chapter.

3.5.6.2 Warning signsAll supports shall be fitted with the sign "SVENSKA KRAFTNT, LIVSFARLIGLEDNING, VISTAS EJ NRA STOLPE OCH STAG VID SKVDER".

3.5.6.3 Number platesEvery support is to be fitted with a plate giving support number, line designation andthe text "SVENSKA KRAFTNT".


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The plate is to be fitted to the left support leg so that it can be read looking towards thehigher support numbers.

Where permanent ladders are fitted to the supports the plates are to be fitted to theladder side of the support. At road crossings, where the line runs parallel with a roadand where permanent ladders are fitted to the supports, the plates are to be fitted onthe road side of the support irrespective of the position of the ladder.

3.5.6.4 Aerial number platesEvery fifth support is to be fitted with aerial number plates both towards lower andhigher support number.

3.5.6.5 Aerial warning signsLines that cross under another line, or run in parallel with other lines being higherwithin the proximity zone, or have high obstacles within the proximity zone, are to befitted with aerial warning signs.

3.5.6.6 Crossarm plates (line designation plates)Crossarm plates are to be fitted to the three supports closest to a substation or ajunction in the line.Crossarm plates are to be fitted to every support between a substation and a junctionin the line if the junction is located within five supports from the substation

3.5.6.7 Navigable waterway crossing signsThe Swedish National Maritime Administration shall be contacted regarding thenecessity of installing signs where power lines cross navigable waterways.

3.5.6.8 Prohibitory climbing signsSigns shall be fitted to support legs where the safety distance for the safe area can be

infringed during climbing.

3.5.6.9 Line orientation platesLine orientation plates shall be installed at appropriate locations near roads tofacilitate orientation of vehicles during trouble shooting and maintenance work on theline. The plates are to be fitted to poles.

3.6 FABRICATION

3.6.1 Inspection planBefore manufacturing is started, an inspection plan shall be drawn up by thecontractor and presented to the client for his review and approval. This inspection planshall be based on the workshop drawings and the detailed calculations. The inspectionplan shall conform to the requirements of BSK 07 or SS-EN 1993-1-1 and with thenational annex NA.The inspection plan shall include testing of cold-formed profiles to ensure that therecan be no possibility of hydrogen embrittlement.

3.6.2 WorkmanshipWorkmanship, manufacturing, marking, and packing shall fulfil the requirementsstipulated in the clients technical specifications.


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The contractor and his suppliers shall afford the client every opportunity to monitorand inspect the manufacture and testing of materials in the rolling mills, foundries and

manufacturing workshops.

3.6.2.1 MaterialsThe material shall have the quality specified for each individual member.The material shall be free from exterior and interior deficiencies, such as cracks,laminations, pipes, slag pockets, etc. which can reduce strength, serviceability ordetrimentally affect the suitability of the material with respect to processing andmachining. Steel surfaces may not have more rust than grade C as stated in SwedishStandard SS-EN ISO 8501-1.In order to identify material quality colour marking complying with Swedish StandardSS 07 56 11 shall be used.

3.6.2.2 Dimensions

Dimensions shall accurately comply with those given in every individual case. Thosethat are dependent on the position of the structure and on its underlay shall generallybe applicable when the structure is placed on a flat and stable underlay. Dimensionsare valid at room temperature and before surface coating. However, dimensions arevalid for galvanised coated threads after surface coating. Hot dip galvanised externalthreads shall have dimensions in accordance with ISO 965-4 before hot dipgalvanising.The following tolerances are applicable unless otherwise stated:Applicable tolerances for welded structures are class A as given in EN ISO 13920Tables 1 and 2.

Table 1Permissible deviations for linear dimensions.

Nominal dimension(mm)

Permissible deviation(mm)

2-(30)

(120)(400)

(1000)(2000)(4000)(8000)

(12000)(16000)(20000)

-----------

30120400

1000200040008000

120001600020000

andgreater

11 1 2 3 45 6789

Table 2Permissible deviations for angular dimensions.

Reference length(shortest leg of angle)

(mm)

Permissibleangular deviation

-mm*)

0(400)

(1000)

---

4001000

and greater

0,33( 20') 0,25( 15') 0,17( 10')

6 4,5 3

*) Valid for a measuring length of 1000 mm (mm/m). For other measuring lengths thedeviation dimension is proportional to the measuring length.


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For bolted connections the tolerances in table 3 are applicable, unless otherwise stated

on the drawing.

Table 3Normal dimension

(mm)Permissible

deviation(mm)

(30)(120)(315)

(500)(1000)

------

30120315

5001000

1 1,5 2 3 3,5 4

In addition to the tolerances given above the following shall apply:

a) Bolt and rivet holes + 0,30 mm- 0,15 mm

b) Holes centres in the same connection group 1 mm

c) Width and height of lattice support at location of crossarm 2 mm

d) Width and height of lattice crossarm at connection to support 2 mm

e) The difference in diagonal measurements in a cross-section of a lattice support orcrossarm may not be greater than 0,75 times the tolerance in Table 1 or Table 3respectively.

f) Longitudinal relative displacement of the main members ina lattice support may not exceed 2 mm

g) The distortion of supports, crossarms or members may notexceed the length multiplied by 0.0015.

h) The degree of twist about its own longitudinal axis for a tower leg orcrossarm may be up to 3 per 10 m with a maximum of 5. For lengthsless than 3,5 m the twist may be a maximum of 1.

3.6.2.3 Surface finishSurfaces of members incorporated in the structure shall be free from slag, weldspatter, scale, cracks, drilling and hole punching burrs, etc. Flame cut surfaces shall

have a quality corresponding to cutting class Sk 3 of BSK 07 part 8:13 unlessotherwise stated. Surfaces shall fulfill pre-treatment grade P3 in accordance with ISO8501-3. Surfaces, that shall be galvanised, shall be free from paint, grease, oil andother impurities. Surfaces intended for hot-dip galvanising shall be free from paint,grease, oil and other contamination that may inhibit the pickling process whichprecedes galvanising.

Contact surfaces on both sides of a bolt hole shall be even so that the washer/nut andbolt head lie flat. Raised characters or other forms of unevenness around a hole shallbe ground off.


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3.6.2.4 WeldingWelding shall only be used where specifically directed and then be performed and

inspected according to BSK in addition to any other instructions given in eachparticular case.Welds shall meet the specification requirements in accordance with quality level C ofEN ISO 5817. Cavities and gaps, usually starting points for corrosion attack and whichmay be acid pockets during hot-dip galvanising, shall be filled with a covering weld.

3.6.3 Specification DeviationsAny proposed deviation from the specification, or other contractual terms andconditions which may have an effect with regard to function, strength,interchangeability and serviceable life, shall be referred to the client for hisconsideration and decision.

When delivering the members concerned, the manufacturer shall ensure that the

deviation report is included in the documentation package. He shall also certify thatany conditions applicable to the acceptance of any deviations have been fulfilled.

3.6.4 Erection MarkingIn cases where specific erection marking specifications are not given the followingmarking specifications will apply.Steel structures consisting of only a few parts, and where in all probability anyconfusion cannot occur, do not need to be marked. In all other cases all parts shall bemarked.

Erection marking, before surface coating should, as a rule, be made by machinestamping with 10 mm high characters on angle sections including flats and plates up to8 mm thick. For material thicknesses greater than 8 mm, channels and H-beams

included, the marking should be made with 15mm high characters. Erection markingshall be performed and placed in such a way that there is no risk of stressconcentration. On angle sections and beams the marking shall be made 100-150 mmfrom the last hole in a group of holes at one end and on the side of a flange facingoutwards. If this area is not suitable for marking, it shall be made further in towardsthe middle of the angle section or beam. Erection marking of main members insupport legs shall be placed at the lower end. For main members in crossarms theerection marking shall be placed at the end of the joint or at any end if there is no joint.In certain cases the position of the erection marking is to be indicated on the relevantdrawing.

Stamped designations forming the erection mark shall be separated from each other bya point.

If the erection marking is not distinct after hot-dip galvanising, it shall be painted in acolour contrasting sharply with the surface and be of good durability such as quick-drying PVC. Marking with markers is not allowed.The erection marking shall be placed on the outside of the structure in such a way thatmakes it visible after assembly. Otherwise the marking shall be placed as mentionedabove.

An erection marking reference drawing shall be made by the contractor. Two copiesshall be submitted to the client before the steelwork is delivered or at the latest thesame day.


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3.6.4.1 Bolted structuresDetails for bolted connections shall be marked according to a system such that the

individual detail can be unambiguously identified on the relevant drawing.

3.6.4.2 Welded structuresWelded parts, which are to be fitted together, shall have mark designations on theexternal side of the joint in such a way that the markings on the different units will besituated immediately opposite each other.

3.6.5 Manufacturing requirements

3.6.5.1 Mass productionIn mass production corresponding parts shall be fully interchangeable. Before massproduction is commenced, jigs and fixtures shall be checked for rigidity to ensure that

dimensions given on the drawings can be maintained. When production is in progress,jigs and fixtures shall be regularly checked to ensure that they have not been altered bywear or damage.

3.6.5.2 Machining

3.6.5.2.1 CuttingSharp edges created by sawing or shearing shall be removed. Cracks and unevennesson sheared surfaces shall be removed by suitable means.Flame cut surfaces shall have a surface quality corresponding to cutting class Sk 3 ofBSK 07 part 8:13.

3.6.5.2.2 Bending

Bending may be done at room temperature for plates and flats if the thickness ofmaterial does not exceed the following values:

Steel with ultimate stress Thickness of materialLower than 470 N/mm2 25 mm470 N/mm2 and above 20 mm

Plates and flats with thicknesses exceeding the values above, and rolled sectionsirrespective of dimensions, shall be bent at a red heat of approximately 850C.

Material with an ultimate stress higher than 430 N/mm2may not be quenched withwater.Cold working to elongate material is not allowed.Cold bending is only permitted when fabrication trials have shown that the material

withstands cold working without cracks or dangerous stresses occurring which, inconjunction with subsequent hot-dip galvanising, can cause intercrystalline crackformation.If the bending procedure is complicated, or when regarded as necessary, the steelmanufacturer's instructions should be obtained.

3.6.5.2.3 HolesSteel according to Swedish Standards SS EN 10025-2 and SS-EN 10025-3, orequivalent, may be punched to full-size provided that the thickness does not exceed13mm and the diameter of the hole exceeds the thickness of the material. In othercases, the holes are to be punched or drilled to a diameter that is at least 3 mm lessthan the nominal hole diameter and subsequently reamed or drilled to the finaldiameter.


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The stipulated hole tolerance shall be maintained for the entire depth of the hole.Sharp edges after punching and drilling shall be removed. Cracks after punching are

not allowed.Cutting and punching shall not be performed at a steel temperature lower than +5C.

3.6.5.2.4 Incorrect holesIncorrect holes shall neither be partly nor wholly filled by welding.

3.6.5.3 WeldingThe manufacturer may only carry out welding after the client has approved theapplicable welding method.

Approval will be granted after assessing whether the following conditions have beenmet:

3.6.5.3.1 Premises and equipmentWelding is to be performed in premises and with equipment suitable for the purpose.The equipment shall be well suited for the type of welding to be performed so that thecorrect quality is achieved. All equipment shall be regularly checked and maintained.

3.6.5.3.2 Filler metalOnly filler metal intended for the parent metal and the welding method in question isallowed. Such materials are to be handled and stored so as to ensure the correctquality.

3.6.5.3.3 Responsible staffThe manufacturer shall have competent staff having the necessary qualifications tosupervise the work and thus ensure the correct quality.

3.6.5.3.4 CompetenttradesmenWelder's competence shall be tested according to Swedish Standard SS 06 52 01 or EN287-1 - Approval Testing of Welders. Only approved welders shall be used.

3.6.5.3.5 Welding methodWelding methods should be well established and documented in a method statement.A method test may be required.

3.6.5.3.6 InspectionWelding conditions are to be inspected regularly before and during welding.Inspections are to be carried out after welding to ensure that stipulated requirementshave been met.

3.6.5.4 FittingStructural members are to be straight before assembly. When any member is beingfitted it shall not be forced into place in such a manner that it becomes distorted.Members incorporated in the steel structure which are not provided with completedimensions on a drawing shall be fitted with the aid of accurately made jigs ortemplates.

3.6.5.5 Heat treatmentComplicated welded plate details and thick plates where flame cutting has been used,shall be normalised. The normalising requirement is to be given on the drawing foreach individual member.Other heat treatment may be specified or agreed in each particular case.


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3.6.5.6 Hot-dip galvanising

The galvanisation shall fulfill the requirement in accordance with SS-EN ISO 1461where the appendix should be applied. Details underground shall also fulfill therequirement in the NA appendix.

Hot-dip galvanised structures shall have a coherent and well-adhered coating. Thecoating shall be even as far as shape and characteristics permit.

The thickness of the zinc coating is to be given in each individual case. Unlessotherwise specified the zinc thickness must not be less than those given in thefollowing table:

t= Thickness Zinc thickness m(Zincweight g/m2)

Averagenvalue foragreednumber ofsamples

Min valueforindividualsamples

Rolled steel in air t 6 mm 85(610)

70(500)

Rolled steel in air t> 6 mm 95(685)

85(610)

Rolled steel in the ground t > 6 mm 215(1550)

190(1370)

Wedge secured steel in rock 115(830)

100(720)

Nuts, bolts and washers 50

(360)

40

(290)

Also edges on steel material where t 10 mm shall be included in the test areas forzinc thickness.

3.7 TESTING

Testing shall be performed according to the standard that has been approved by theclient. Where no standard exists all test details shall be submitted to the client forapproval.The contractor shall keep the client informed regarding:

Progress of the manufacturing in order that inspection and testing can beperformed in the presence of the clients representative.

To which standard the test is to be performed.

Before every inspection and test the contractor shall make sure that the work iscompletely in accordance with the specifications and that it is ready for inspection andtesting.


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3.7.1 Routine testsRoutine tests shall be performed by the contractor in accordance with the applicable

standard and the clients instructions.

3.7.2 SamplesRepresentative samples of all materials from lots ready for despatch, selected atrandom by the client, shall be subject to tests in order to verify their conformity withthe specification.

3.7.3 Shop assemblyOne hot dip galvanised support of each type and height ordered, including everycombination of leg extensions, shall be assembled at the manufacturers premises inthe presence of the client to the extent necessary to ensure correct fit of parts, adequatebolt lengths and proper field erection. At the same time important basic dimensions

and climbing arrangements shall be checked. Any defect shall be corrected to theclients satisfaction before delivery.

3.7.4 Support testIf requested by the client one support complete with fittings and leg extensions, if any,shall undergo full-scale testing, in accordance with IEC Publication 60652 "Loadingtests on overhead line towers", at a testing station to be agreed. The client shall specifyif the testing is to be performed as a design test in accordance with IEC 60652:4.1 or asa sample test in accordance with IEC 60652:4.2. The support shall be hot-dipgalvanised and erected on rigid foundations.The manufacturer shall prepare a comprehensive testing programme which is to beapproved by the client prior to testing. Test loads shall be ultimate loads calculated inaccordance with clause 3.5.3 and SS-EN 50341:11/SE.1.

3.8 CERTIFICATE OF DELIVERY

3.8.1 GeneralAs a part of his obligations the contractor shall prepare a quality assuranceprogramme, in accordance with Swedish Standard SS-EN ISO 9001, which is to bereviewed and approved by the client before work commences.All quality documentation related to the work shall be readily available for the clientsrepresentatives information until completion of the work.

3.8.2 Quality documentationBefore delivery from the manufacturer the contractor shall submit qualitydocumentation to the client.The quality documentation shall contain the following documents:

3.8.2.1 CertificateA certificate, duly signed by the contractors representative who is authorised to signsuch Q.A. documents, which includes:

sufficient information to identify the part


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references to those Standards and requirements which have been followed forthe manufacturing and inspection

reports for specified inspections that have been performed confirming that therequired results have been attained

No part of the works shall be despatched to site before it has passed all the tests andhas been inspected and found to comply, in every respect, with the stipulations of thespecification to the satisfaction of the client who will issue the certificate of delivery.

3.8.2.2 Deviation reportDeviation reports together with every report related to major re-working.

3.8.2.3 Separate reports and inspection companiesCertificates for inspections that require separate reports, e.g. samples of materials,non-destructive investigations, analysis, design and shop assembly reports.

Certificate from an independent inspection company, if such an organisation has beenemployed.

3.9 ASSEMBLY

3.9.1 GeneralThe assembly shall be performed in accordance with the relevant instructions suchthat damage to the surface coating and structural distortions do not occur.


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Enclosure A

3.A Hinged lattice column design calculation

qP

l

L

q

P

PMGT L

L

P

P= axial foundation load (ultimate limit state)MG = moment from stay load and load on crossarm (ultimate limit state)

3.A.1 Euler loadPLIEPE 6,1/95,0

22

3.A.2. Wind loadThe wind load for the vertical projection of square cross-sections in the ultimate limitstate transverse to the line is

cos

tan

sin12sin2,01

2

22

ladtttqhQT qCAGGqq

The wind load for the vertical projection of square cross-sections in the ultimate limitstate longitudinally along the line is -

sinsincossin2sin2,01 2222 ladtttqhQL qCAGGqq

Where Q=partial factor for variable action in accordance with SS-EN 50341:4.2.11/SE.1qh=dynamic wind pressure in accordance withSS-EN 50341:4.2.2.2/SE.1Gq=gust response factor=1,0Gt=structural resonance factor in accordance withSS-EN 50341:4.2.2.4.3


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=angle of incidence for the critical wind directionin accordance with SS-EN 50341:4.2.2.4.1 figure 4.2.2

At= the effective area for H= 1.0 metre of the support leg lengthL.

Ct=drag factor in accordance with SS-EN 50341:4.2.2.4.3/SE.1

qlad=At.Ctfor a ladder which is only to be considered if the

support leg is fitted with a ladder.

= inclination of the support leg considering stay elongation and thedeflection of the support

The term 1 is to be set to 1.0 for equilateral triangular cross-sections.2sin0,22

2sin TT qq

3.A.3. Beam calculationFor non-computerised calculations the wind load qTand the dead weight qDare to beprojected perpendicular towards L.

new

new cos DD qq The maximum momentsMTW,MLWandMDand the maximum deflections yTW, yLW,yDand yMGare to be calculated. The shear forces TTW, TLWand TDare to becalculated at the point where the taper starts. Designations TW indicate transversewind,LWlongitudinal wind,Ddead weight andMG indicate momentMG.

3.A.4 Initial distortionThe initial distortion isL/600 in the most unfavourable direction.

diagonally for square cross-sections, see clause 3.A.5.1.

0 and 60 degrees for triangular cross-sections, see clause 3.A.5.2.

3.A.5. Main memberThe symbol + depends on the wind direction, the support leg inclination and the mainmember in question.In the figure CGdenotes the centre of gravity of the cross-section.

3.A.5.1 Square-cross section

A1

yc2

e

a b

x

x

yCG

c1

A1

A2

A2

The main member forces are


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EyMGiLW

ExDiTW

yGLWxDTW

PPIcyyyPPPIaeyyyP

IcMMIaMMAAP

AQ/1//

/1//

/2//22/

1

121

11

EyMGiLW

ExDiTW

yGLWxDTW

PPIcyyyP

PPIbeyyyP

IcMMIbMMAAP

AQ

1

1

222

2

221

22

where y Li 0 71 600,

3.A.5.2 Triangular cross-section

A1 c

bae

x

x

CG

A2

A2

y y

The main member forces are

ExDiyTW

xDTW

PPIaeyyyP

IaMMAAPAQ

/1//

/2/ 2111

EyMG

ExDiyTW

yGLWxDTW

PPIc

PPIbeyyyP

IcMMIbMMAAP

AQ

1

1

22 21

22

ixLW yyyP

For Q1isy Liy 600 For Q2isy Liy 600 60cos and y Lix 600 60sin

3.A.6. DiagonalsThe shear force 0.017P is always to be added.The symbol + depends on the diagonal in question.

3.A.6.1 Square cross-sectionThe force in one diagonal is

cos2017,0 PDD T cos2017,0 PDD

L

where cos2DTWT TTD

cos2LMTD GLWL


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3.A.6.2 Triangular cross-sectionThe force in one diagonal is

cos5,1017,0 PDD T D D P

L 0 017 1 5, , cos

Where

cos3330cos2 beLMTLMTTTD GLWGLWDTWT cos35,1 beLMTLMTD GLWGLWL

3.A.7. BucklingThe following applies when calculating the main member buckling load capacity

For quadratic cross-section is xil25,1

For cold-formed profiles is to be taken at the greatestof 1,0l/iand 1,25l/ix.

l

x xx xl

x xx x

The support buckling load capacity is also to be checked considering the support leg asa built-up compression member in accordance with the handbook Bygg K 18:35.

3.A.8. Stay elongationThe elongation of stays will alter the inclination angle of support legs and stays. Thiswill increase the load in support legs and stays compared with the loads derived fromnominal inclination angles.

3.A.9. End sectionsThe end sections shall be braced to the end plate to avoid bending in the mainmembers due to eccentric load.The end sections shall be calculated with an eccentricity of 25 mm.

Washers between column and foundation shall be designed to withstand localcompression.

CL

P

25 mm


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3.A.10. Natural frequencyThe natural frequency shall be greater than 2 Hz.

22 2 mEILf For a uniform beam the formula is

where EI(Nm2) is calculated in the weakest direction

m (kg/metre) inclusive of zinc and bolts

L (metres)


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Enclosure C

3.C Cold-formed steel profiles

3.C.1 Buckling calculationInput symbols:

ix (mm) radius of gyration for principal axis of inertia in the strong directioniy (mm) radius of gyration for principal axis of inertia in the weak directionx0 (mm) distance between centre of gravity and shear centre of the cross sectionLc (mm) buckling length design valueKv (mm4) section factor of torsional stiffness (Saint-Venant)Kw (mm6) section factor of warping stiffnessA (mm2) gross cross sectional area,Aef (mm2) nett cross sectional area considering cross sectional classE (N/mm2) modulus of elasticity = 210 000 N/mm2G (N/mm2) shear modulus = 81 000 N/mm2fyk (N/mm2) characteristic value of yield point for steelfyd (N/mm2) design value of yield point for steel

Formulas2

0

22

0 xiii yx 2

0

01

i

x

2

2

2

0

1

c

w

vTL

KEKG

iA

2

2

x

c

x

i

L

E

2

2

y

c

y

i

L

E y check x

)))((2

1TTxTx

4)(( 2 xTx


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3.C.2 Calculation alternative BSKCurve "b" shall be applied for calculation of flexural buckling and flexural torsional

buckling.

Tx

yk

c

f

cTx gives

y

yk

c

f

cy gives

The smallest value of c is to be used for calculation ofNRcd.

ydefcRcd fAN

3.C.3 Calculation alternative SS-EN 1993-1-1 section 6.3

Curve "b" shall be applied for calculation of flexural buckling and flexural torsionalbuckling.

Tx

ykf givesTx

y

ykf

gives y

The smallest value of is to be used

Documents

BSK 07-Svedski Standard