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Revision ndringsnot Datum

A Revidering av standarder och ny mall 10-07-09

TEKNISK RIKTLINJE 2010-07-09 TR 5-02E

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List of contents

2.1 REFERENCES ........................................................................................................5

2.2 SCOPE.....................................................................................................................8

2.3 DEFINITIONS........................................................................................................8

2.4 DESCRIPTION .......................................................................................................9

2.4.1 General.......................................................................................................9

2.4.2 Foundations for steel supports.................................................................. 9

2.4.3 Foundations for Concrete supports .......................................................... 9

2.4.4 Foundations for Wooden supports ........................................................... 9

2.5 REQUIREMENTS ................................................................................................10

2.5.1 Material ................................................................................................... 102.5.1.1 Steel............................................................................................ 10

2.5.1.2 Wood..........................................................................................10

2.5.1.3 Concrete......................................................................................11

2.5.2 Design ...................................................................................................... 12

2.5.2.1 General ...................................................................................... 12

2.5.2.2 Grillage foundation................................................................... 14

2.5.2.3 Concrete foundation.................................................................. 14

2.5.2.4 Pile foundation .......................................................................... 14

2.5.2.5 Stay anchor ............................................................................... 15

2.5.3 Loading parameters ................................................................................ 152.5.4 Workmanship and material details........................................................ 15

2.5.4.1 Steel............................................................................................ 15

2.5.4.2 Concrete..................................................................................... 16

2.5.5 Documentation ........................................................................................ 18

2.5.5.1 Drawings and calculations ....................................................... 18

2.6 CONSTRUCTION ................................................................................................. 19


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2.6.1 General..................................................................................................... 19

2.6.2 Cast in-situ concrete foundations ........................................................... 192.6.2.1 General ...................................................................................... 19

2.6.2.2 Foundations in soil .................................................................... 21

2.6.2.3 Anchored foundations on rock.................................................. 21

2.6.2.4 Foundations in loose soils pile foundations .......................... 22

2.6.3 PRE-CAST CONCRETE FOUNDATIONS .................................22

2.6.4 Grillage foundations................................................................................22

2.6.5 Tube foundations.....................................................................................23

2.6.6 Stay anchors ............................................................................................ 23

2.7 TESTS ...................................................................................................................23

2.7.1 General.....................................................................................................23

2.7.2 Concrete foundations ..............................................................................23

2.7.3 Stay anchors ............................................................................................ 23

2.8 CERTIFICATE OF DELIVERY.............................................................................24

2.8.1 General.....................................................................................................24

2.8.2 Quality documentation............................................................................242.8.2.1 Certificate ..................................................................................24

2.8.2.2 Deviation report ........................................................................ 24

2.8.2.3 Separate reports and inspection companies ............................ 24

APPENDICES.................................................................................................................26

Appendix A CONTROL STRAND FOR TESTING OF POSSIBLE

CORROSION ATTACK ON STEEL BURIED

UNDERGROUND......................................................................26


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2.1 REFERENCES

Note that standards, regulations etc. which are referred to in theseguidelines are subject to continuous change and can be withdrawn,revised or replaced. The contractor shall immediately inform theclient of such changes

SvK TR 5-03 Supports

Anlggnings AMA 98

Allmnna material- och arbetsbeskrivningar franlggningsarbeten. (General material and workdescriptions for civil construction works.)

BBK04 Boverkets handbok om betongkonstruktioner(National Board of Housing, Building andPlanning, Concrete Design Manual)

BKR Boverkets Konstruktionsregler (National Boardof Housing, Building and Planning, DesignRegulations)

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

Hus AMA 98 Allmnna material- och arbetsbeskrivningar frhusbyggnadsarbeten. (General material and workdescriptions for house building works)

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

softwoods.)

SGI handbook "Plgrundlggning" (Pile foundations)

SS 13 70 03 Betong - Anvndning av EN 206-1 i Sverige(Concrete - Application of EN 206-1 in Sweden)

SS 21 18 45 Armeringsnt Ns 500 och Nps 500 (Steel fabricNs 500 and Nps 500 concrete reinforcement)


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SS 81 20 01 Betongelement - Kantutformning (Precastconcrete products - Edges on concrete elements -

Dimensions)

SS 424 11 50 Material fr luftledningar-Stagskruvar (Overheadline material - Stay tighteners)

SS-EN 10025-2 Hot rolled products of structural steels - Part 2:Technical delivery conditions for non-alloystructural steels Steel S275JR

SS-EN 10025-3 Hot-rolled products of structural steels - Part 3:Technical delivery conditions fornormalized/normalized rolled weldable fine

grain structural steels Steel S355N

SS-EN 50341 Overhead electrical lines exceeding AC 45 kV

EN 206-1 Concrete - Part 1: Specification, performance,production and conformity

EN ISO 4753 Fasteners - Ends of parts with external ISOmetric screw thread (ISO 4753:1999)

EN ISO 9001 Quality management systems - Requirements.

ENV 10080 Steel for the reinforcement of concrete -Weldable ribbed reinforcing steel B500 -Technical delivery conditions for bars, coils andwelded fabric.

EN 10204 Metallic products - Types of inspectiondocuments

EN ISO 10684 Fasteners - Hot dip galvanized coatings

EN 12794 Precast concrete products - Foundation piles

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

ISO 724 ISO general-purpose metric screw threads - Basicdimensions

ISO 965-4 ISO general purpose metric screw threads -Tolerances - Part 4: Limits of sizes for hot-dipgalvanized external screw threads to mate with


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2.2 SCOPEThese guidelines are applicable to foundations for wood, steel and concrete structures.The term "foundations" shall be taken to include stay anchors.The relevant sections of SvK TR 5-03 are applicable for design, manufacture anddocumentation of steel foundations.

2.3 DEFINITIONS

Technical terms and definitions used in these guidelines:

Grillage foundationFoundation consisting of sleepers and a steel framework or sleepers and steel beams totransfer loads from the support to the ground. The sleepers can be made of concrete orwood.

Foundation frameworkFramework comprising steel angle sections, designed for the purpose of transferringloads from the support to the ground, installed on sleepers, or anchored in rock byanchor bolts.

Rock anchorAnchor bolts drilled and secured into rock designed for the purpose of transferringloads from the foundation.

Holding down boltBolt between the structure footing and the foundation designed for the purpose ofanchoring the structure to the foundation

Moment foundationFoundation principally subjected to bending moments.

Uplift foundation

Foundation principally subjected to uplift loads.

Compression foundationFoundation principally subjected to compression loads.

Cast in-situ foundationFoundations cast in-situ at the structure location.

Pre-cast foundationFoundation produced in a factory approved for the manufacture of concrete elementsand transported to the structure location.


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Stay anchorAnchor in soil or rock designed for the purpose of transferring stay loads.

Pile foundationFoundation in soft soil designed for the purpose of transferring loads to the ground bymeans of piles.

Piles to firm bottom End bearing piles

Piles to firm bottom. End bearing piles

Piles to certain depth forload to be transferred byfriction Friction piles

Piles to certain depth forload to be transferred by

cohesion. Cohesion piles

Sheet foundationFoundation in soft soil where the load is transferred to the ground by timbered sheetwalls.

Tube foundationFoundation in soft soil where the load is transferred to the ground by concrete tubes.The concrete tube can either be cast in one piece or be made of jointed rings.

2.4 DESCRIPTION

2.4.1 GeneralFoundations and stay anchors with exposed steelwork buried underground shall befitted with corrosion control wire in accordance with appendix A.

2.4.2 Foundations for steel supportsSteel supports shall be located on steel foundation frameworks attached to sleepers oron to rock, on steel beams attached to sleepers, or on pre-cast / cast in-situ concretefoundations. Only steel or concrete piles may be used, timbered sheet foundations are

not permitted.

2.4.3 Foundations for Concrete supportsConcrete poles can be founded by embedding a part of the pole in the soil. Concretepoles can also be founded in pipes or on concrete foundations. In soft soil concretestructures shall be founded on concrete foundations with piles anchored in thefoundation pad.

2.4.4 Foundations for Wooden supportsWooden poles shall be founded according to Swedish Standard SS-EN50341:8.5.3/SE.1.1.


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In soft soil wooden poles shall be founded in tubes, on piles or alternatively timberedsheet foundations.

2.5 REQUIREMENTS

2.5.1 MaterialUnless 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, all materials and workmanship shall be of the best qualityand detailed information 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 to the client.The supplier shall inform the client timeously regarding the applicable standards forthe materials to be supplied.

The materials shall be inspected and tested to verify compliance with the applicablespecifications or standards.

2.5.1.1 Steel

2.5.1.1.1 Reinforcing steelReinforcing steel for concrete foundations shall comply with the requirements of the

relevant Swedish standard with only steel of weldable quality being allowed.2.5.1.1.2. Holding down bolts, including nut and washerHolding down bolts shall be made of grade S355N or B500 steel.For hot-dip galvanising refer to 2.5.4.1.2.Washers for holding down bolts shall be made of grade S275JR steel galvanised to givea zinc coating of 650 g/m2(95 m).Nuts for holding down bolts shall be hot-dip galvanised and made of grade 8.8 steel.

2.5.1.1.3 Adjustable anchor clampsAdjustable anchor clamps shall be manufactured in accordance with Swedish StandardSS 424 11 50. However they may deviate from SS 424 11 50 in two respects. Firstly theymay be of the straight wedge design and secondly they may be designed for staywireslarger than specified in Swedish Standard SS 424 11 50. However the relevant

requirements of Swedish Standard SS 424 11 50 shall still apply in these cases.

2.5.1.1.4 Steel pilesA certificate of compliance shall be submitted if requested by the client.

2.5.1.2 Wood

2.5.1.2.1 For grillage foundationSleepers for foundations shall be made of pine and impregnated to class A inaccordance with NTR Dokument nr 1:1998.Wood for sleepers shall be fresh, firm and in good condition and may not containtypical compression wood or cross grain. Spiral grain shall not exceed a slope of 1:7.Furthermore the wood shall be free from log blue, storage blue, decay, insect holes,


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rotten knot, water-wood or harmful weakening defects such as big star and ringshakes.

Minor superficial blue stain and water stain which do not have a detrimental effect onthe serviceability of the sleeper are however permitted.The maximum diameter of knots shall be less than 40% of the sleeper width.The sleepers shall be thoroughly cleaned of bark and phloem. They shall also beaccurately sawn with smooth parallel surfaces and the ends cut square to thelongitudinal axis of the sleeper.

2.5.1.2.2 For timbered sheet foundationsPine planks, strength class T30, are to be used for timbered sheet foundations andimpregnated in accordance with Class A of NTR Dokument nr 1:1998.

2.5.1.2.3 For wooden pilesPine piles are to be used impregnated in accordance with Class A of NTR Dokument nr1:1998.

Material is to conform to the requirements of BKR Boverkets konstruktionsregler 4:4.

2.5.1.2.4 Environmental considerationThe use of impregnated wood is to be avoided in construction or reconstructionactivities. This has particular application to areas with special environmental or natureconservation considerations. The contractor shall obtain clarity in this respect fromthe Client prior to finalising the material to be used.

2.5.1.3 ConcreteThe publication BBK04, Boverkets handbok om betong konstruktioner, is to befollowed for concrete works unless stated otherwise.

2.5.1.3.1 Cast in-situ foundationsConcrete shall be of a minimum standard equivalent to K30, waterproof, air content inaccordance with BBK 94 table 7.3.2.1a, quality class I and moderate aggressiveenvironment according to BBK 94 clause 7.3.2.

Concrete shall be manufactured by factories associated to KRB.Concrete shall:

Be of minimum compression strength class C25/30.Be composed in accordance with Swedish Standard SS 13 70 03:5.3.3 to resist wateringress.

Possess air content in accordance with table 5.3.2.b of Swedish Standard SS 13 70 03to withstand frost erosion.

Be of execution class 1 in accordance with BBK 04Fulfil the requirements of exposure class XF 3 in accordance with EN 206-1.

2.5.1.3.2 Pre-cast factory manufactured foundationsConcrete shall:Be of minimum compression strength class C25/30.Be composed in accordance with Swedish Standard SS 13 70 03:5.3.3 to resist wateringress.

Possess air content in accordance with table 5.3.2.b of Swedish Standard SS 13 70 03to withstand frost erosion.


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Be of execution class 1 in accordance with BBK 04Fulfil the requirements of exposure class XF 3 in accordance with EN 206-1.

Concrete shall be manufactured by factories associated to KRB.

2.5.1.3.3 Concrete pilesConcrete piles shall conform to the requirements of classes "1" and "AD1" inaccordance with EN 12794.

2.5.1.3.4 For rock anchoringFor grouting a cement / water mixture shall be used with a water cement ratio of 0.27 -0.28. If an alternative grout is to be used it shall be approved by the client.

2.5.1.3.5 Base platesGrouting of base plates is to be performed with expanding grout with a minimumthickness of 20 mm. The grout shall have a standard certificate of approval issued bythe National Housing Board (Boverket).

2.5.1.3.6 Concrete sleepersConcrete sleepers shall conform to the requirements of clause 2.5.1.3.2.

2.5.1.3.7 Concrete tubesConcrete tubes shall be reinforced and manufactured in a factory that is approved bythe Kontrollrdet fr Betongvaror (KRB) (Control council for concrete products)

2.5.2 Design

2.5.2.1 GeneralDesign shall be performed in accordance with Swedish Standard SS-EN 50341:8.Foundations shall be designed to withstand all the load cases which occur on the

supports.

A soil investigation shall be carried out on which the design of the foundation shall bebased. The soil investigation shall be presented in accordance with the standard formsof SGF.

Density values of the backfill in accordance with SS-EN 50341:8.3/SE.1 can be used forthe design of the foundation. The density of backfill for foundations in peat soils can beassumed to be a minimum of 2 kN/m3, unless sub-soil investigations indicate anothervalue.

Foundations shall be founded at a minimum depth in accordance with SwedishStandard SS-EN 50341:8.2/SE.1.1 "Frost proof depth". The foundation depth may bereduced if ground insulation is used under the pad and if so this shall be stated on thedrawings. The amount of depth reduction shall be verified by calculations which are tobe approved by the client.

The required resistance for overturning is given in Swedish Standard SS-EN50341:8.5.2/SE.4.

Moment foundations are to be designed in accordance with a method accepted inSweden where lateral earth pressure, substratum, overturning and horizontalmovement are considered. The supplier is obliged to present the method to be used.The required resistance for uplift is given in Swedish Standard SS-EN50341:8.5.2/SE.4.


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Foundations that are subject to uplift loads shall be designed for the weight of the soiland the concrete.

Uplift load x safety to uprooting = Weight of soil + weight of concrete.The weight of soil is to be calculated using the volume that is defined in SwedishStandard SS-EN 50341:8.5.2/SE.2.

Steel anchor bars for uplift foundations or stay anchors on rock are to be designedsuch that the embedded length in rock is equivalent to the weight of the frustum of apyramid with a 45 frustum angle in solid rock or 30 in soft rock.Uplift load x safety to uprooting = Weight of rock.

The density for solid rock shall be assumed as 26 kN/m3If a shorter embedded length is achieved as a result of the adoption of an alternativedesign philosophy, which does not conform with the above, the anchor shall be testedin accordance with clause 2.7.3.Compression foundations in cohesive soils are to be designed in accordance with theformula below.

DCVHLBBDQ utill 8.0)3.11)(2.01)(2.01(5 .Limit condition:

5.20 BD and 0.10 LB

For 5.2BD is 5.1)2.01( BD where Qtill = Allowable average vertical earth pressure (kN/m2).

D = The depth from the lowest ground surface to the bottom of thefoundation (m).

B = Width of pad (m).L = Length of pad (m).H = Horizontal load (kN).

V = Vertical load (kN).Cu = Undrained shear strength of the soil (kPa).= Density of soil over the pad (kN/m3).

Compression foundations in frictional soils are to be designed in accordance with theformula below.

VHLBBDDN

VHLBBNQ

q

till5,112,011,01

5,113,012

1

2

2

where Qtill= Allowable average vertical earth pressure (kN/m2).N= Bearing capacity factor for the soil under the bottom the

foundationNq = Bearing capacity factor for the soil above the bottom the

foundationValues for Nand Nq are given in the graph on page 14.

D = The depth from the lowest ground surface to the bottom of thefoundation (m).

B = Width of pad (m).L = Length of pad (m).H = Horizontal load (kN).V = Vertical load (kN).1 = Density of soil over the pad (kN/m3).2 = Density of soil under the pad to the depth of 2B (kN/m3).


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0 5 10 15 20 25 30 35 40 45

1

2

5

10

20

50

100

200300

0 0,1 0,2 0,3 0,4 0,5 0,6 0,7 0,8 0,9 1,0

d

tand

Bearing capacity factor Nqand N

Nq

N

where k= characteristic value of the angle of internal friction for the soilmaterial

1,11,1

'tan'tan'tan

k

nm

k

d

m = Partial factor in accordance with BKR 4:31 (Boverketskonstruktionsregler).

n = In accordance with Swedish Standard SS-EN 50341:8.2/SE.1.2(1.1 for safety class 2)

2.5.2.2 Grillage foundationThe stability of grillage foundations is to be checked in accordance with clause 2.5.2.1.Sleepers shall be made from wood, steel or concrete.Grillage foundations for stay attachments shall be installed with a sleeper supportwhich transfers the horizontal component of the load to every sleeper. The sleepersupport shall be rigidly fixed to the foundation beams.

2.5.2.3 Concrete foundationStability is to be checked in accordance with clause 2.5.2.1.

Concrete and reinforcing are to be designed in accordance with Boverkets handbokom betongkonstruktioner BBK04 and safety class 2 according to clause 1.1.1.4.Strength is to be designed in the ultimate limit state and crack width in theserviceability limit state. See BBK04 chapter 1.

2.5.2.4 Pile foundationPile foundations are to be designed in accordance with BKR Boverketskonstruktionsregler chapter 4:313 and theSwedish Geotechnical Institute handbook"Plgrundlggning" (Pile foundations).The design of pile groups is to be in accordance with "Handboken Bygg" chapterK11:22.


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2.5.2.5 Stay anchorStay anchors are to be designed taking into account the weight of the overlying soil and

the weight of the anchor with a minimum safety in accordance with Swedish StandardSS-EN 50341:8.5.2/SE.2.Tensile load (anchoring) x safety to uprooting = weight of soil + anchor.Stay anchors in rock are to be designed on the basis of utilising as an anchor eitherreinforcing steel bar B500 or fully threaded bar. Anchors are to be embedded inaccordance with clause 2.6.2.3.

2.5.3 Loading parametersFoundations shall be designed to withstand all load cases for the supports with safetyin accordance with Swedish Standard SS-EN 50341:8 and clause 2.5.2.

2.5.4 Workmanship and material details

2.5.4.1 Steel

2.5.4.1.1 Corrosion protection steel foundationsSteel buried in soil shall be hot-dip galvanised in accordance with Swedish StandardSS-EN 50341:7.9/SE.1. The application of vinyl tar paint shall be used to improve thecorrosion protection when steel foundations are located in particularly corrosive soils.This shall be applied in two coatings with the first layer being dry before the secondlayer is applied. Total film thickness is to be 100-150 m. The hot-dip galvanised steelis to be washed before painting with ammonia water. Mix proportions shall be 1 part of25% ammonia water to 10 parts of water.

2.5.4.1.2 Holding down bolts inclusive of nuts and washers

Fully threaded bars or alternatively deformed reinforcing bars B500 are to be used asholding down bolts. The load is transferred by bond between the steel and theconcrete.U-bolts can be used as holding down bolts. The use of other types of holding downbolts is subject to the approval of the client.Holding down bolts shall have undersized metric threads with the ends chamferedsuch that satisfactory starting of the threads is achieved in accordance with EN ISO4753.

Before hot-dip galvanising the diameter of the threads shall conform to therequirements of ISO 965-4.

Hot-dip galvanisingThe basic dimensions of the threads in accordance with ISO 724 are not to be

exceeded after the specified length has been hot-dip galvanised.The minimum zinc coating on holding down bolts shall conform to the requirements ofEN ISO 10684 clauses 6.2.3 and 8.3. Acid cleaning is only to be carried out on that partof the holding down bolt that is to be hot-dip galvanised.

TestsHolding down bolts are to be visually inspected before and after hot-dip galvanising.

Sample testing shall include hot-dip galvanised length, bolt length and threaddimensions.

CertificateThe supplier shall submit a test report in accordance with clause 2.2 of EN 10204.


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2.5.4.2 Concrete

2.5.4.2.1 Pre-cast foundationsFoundations are to be manufactured in accordance with boverkets handbok frbetongkonstruktioner BBK04 and execution class I.

Testing is to be performed in accordance with BBK04 9.3.It is the responsibility of the contractor to ensure that the supplier carries out themanufacturing under adequate production supervision.

All visible corners are to be chamfered with an F20 three edge fillet in accordance withSIS 81 20 01 with a width of approximately 27 mm.

Foundations are to be manufactured to meet the tolerances given in the table below.


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Dimension Basis of

measurement(mm)

Tolerance (mm) Definition of

dimension b)

Bolt group a)Length, width, height 20 3Location in the horizontalplane

25 1

Location in height 20 2Crookedness andinclination

Height (H) H/600, min. 10, max. 25 4, 16

a)Tolerances for bolt groups shall be stated on drawings or an instruction referred toon a drawing.b) In accordance with HusAMA 98

The requirements of surface roughness as below shall be fulfilled.Permitted number of local peaks per m2

Height(mm)

Number

123

1052

A maximum of 20 cavities (pores) per m2, with diameters of 5-10 mm and a maximumdepth of 5 mm, are allowed.

A certificate containing the following information shall be included in the as-built

documentation.

Supplier The clients order number Quantity of foundations included in the consignment Drawing number Information regarding tests performed and test results. Date and signature of quality manager

Further manufacturing documents:

Method of manufacture Lifting points

Storage location prior to transport to site. Required concrete strength before lifting and transport from manufacturingsite.

Marking of foundations shall include:

Manufacturer Date of manufacture Type (i.e. drawing number) Weight

The manufacturer shall be responsible for the repair of any damages incurred duringtransport.


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Prefabricated concrete units with damages incurred during transport which will resultin reduced bearing capacity or durability (50 years) shall be discarded and replaced

with a new unit.

2.5.5 DocumentationAll text shall be written in Swedish or English.SI units shall be used in all documents, calculations and drawings.A summary of documentation requirements is contained in chapter 14.

2.5.5.1 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.

The contractor shall furnish the client with workshop drawings, working drawings and

calculations for review as called for in this specification or which are required to verifycompliance with the contract, or for any other reasons as requested by the client.Drawings and calculations are subject to the clients review and approval.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 design and drawings are correct.All designs shall be in accordance with these guidelines and take due cognisance of therequirements regarding manufacturing and installation etc. The contractor shall beresponsible for all designs prepared by him.Design calculations are to be approved by the client.The contractors obligations shall be deemed to include any additional measures, suchas more detailed inspections etc, if revealed as a necessity by the clients reviewOn the drawings the following shall be given, if appropriate:

On every foundation type drawing excavation depth and dimensions of thepad and chimney.

Diameter, type and length of holding down bolts. Waterproofing, air content, together with quality, strength and environmental

classes of concrete.

Diameters, quantity, lengths, centre to centre distances, bending radii andconcrete cover for reinforcing. Dimensions, lengths, types and positions of piles. Diameters, embedded length and positions of rock anchor steel. Type of concrete tubes. Type of ground insulation. Type, cross-section and lengths of sleepers. Steel foundation frameworks are to be presented in accordance with the

requirements given in Chapter 3, - Supports. Requirements for excavation, backfilling and grouting. Applicable regulations and security class shall be stated for concrete

foundations. Drawings for concrete foundations shall also conform to therequirements of BBK04 clause 1.4.2.


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The type of foundation for each support is to be stated on the respective supportdrawing or on a separate assembly drawing. Where required a separate foundation

plan is to be made for supports to show details of excavation and backfill.With every drawing submission a drawing list shall be included. The list shall includeall foundation drawings together with notes indicating changes.The size of drawings shall conform to ISO 216:

A1 (594x841 mm) A2 (420x594 mm) A3 (297x420 mm) A4 (210x297 mm)

Sizes larger than A1 should be avoided.

All dimensions given on the drawings shall be in mm.

Every drawing shall have a provision in the lower right-hand corner for the clients titleand drawing number if the client so wishes. A panel for indicating the revision statusshall be included on every drawing.

The following applies for calculations:The design calculations shall be submitted together with the factors of safety and/orpartial factors used. The output data from computer programs shall be presented insuch a way that the client can check input data and results.SvK TR 5-03 applies for foundation frameworks.

2.6 CONSTRUCTION2.6.1 GeneralIt is not permitted for any support to have its foundations in soils with significantlydifferent characteristics. Thus one foundation may not be placed on firm soil, such asrock, moraine or gravel, while another is placed on loose soil. In such cases the loosesoil has to be replaced or alternatively the rock blasted.Concrete foundations are to be installed with a minimum dimension of 30 cm fromground level to the top of the foundation.

Steel foundations and all stay anchors with steel components buried below groundlevel, whether adjustable or not, are to be equipped with an inspection strand to enable

corrosion to be checked. The installation is to be done in accordance with appendix A.

2.6.2 Cast in-situ concrete foundations

2.6.2.1 GeneralConcrete works shall conform to quality class I in accordance with BBK 04 8.4.Prior to dismantling formwork the concrete strength shall be a minimum of 6 MPaAt an individual support location the same type of formwork material shall be used forall foundation parts situated above ground level.All visible corners are to be chamfered with an F20 three edge fillet in accordance withSIS 81 20 01 with a width of approximately 27 mm.All other requirements regarding concrete quality and testing shall conform to BBK04.


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Foundations are to be manufactured to meet the tolerances given in the table below.

Dimension Basis ofmeasurement(mm)

Tolerance (mm) Definition ofdimension b)

Bolt group a)Length, width, height 20 3Location in the horizontalplane

25 1

Location in height 20 2Crookedness andinclination

Height (H) H/600, min. 10, max. 25 4, 16

a) Tolerances for bolt groups shall be stated on drawings or an instructionreferred to on a drawing.

b) In accordance with HusAMA 98

The distances between the foundations of an individual support shall have suchtolerances that the support can be easily assembled and will not be subjected tostresses for which it was not designed.

The requirements of surface roughness as below shall be fulfilled.Permitted number of local peaks per m2

Height(mm)

Number

123

1052

A maximum of 20 cavities (pores) per m2, with diameters of 5-10 mm and a maximumdepth of 5 mm, are allowed.Backfilling shall be carried out with materials that do not include topsoil, remnants oftimber or frozen soil. Within 0.5 metres from the foundation the maximum stone sizeshall be 200 mm care being taken so that any such stones do not fall down and damagethe foundation.

After completion of installation and backfilling it shall be verified that the foundationis in the correct position. Acceptable deviations in height, plane, inclination androtation within the same support location shall be given on drawings or onaccompanying instructions.

Grouting is to be done to the required extent. Grouting of baseplates for supports is tobe completed as soon as possible after the support has been erected. The steelconstruction is to be aligned vertically by means of adjustable bolts, or woodenwedges, which are to be removed in sequence with the grouting work. Pressuredistributing steel plates must be used to prevent damage of the foundations upper edgewhen adjustable bolts are used. The thickness of the grout shall be a minimum of 20mm. Grouting is not to be carried out when the air or the top of the foundation have atemperature lower than +5 C. The top of the foundation concrete shall be thoroughlymoistened before the grouting is carried out. However, free water shall not exist. It isessential that all interstices between the base plate and the concrete are completelyfilled such that total contact between the plate and the grout is achieved. Spaces inbaseplates around holding down bolts shall be filled with grout. Reinforcing bars ormesh is to be placed in the grout for thickness exceeding 50 mm or when the grout issubject to accelerated drying.


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2.6.2.2 Foundations in soilFoundations shall if possible be installed against original undisturbed soil.

Machine excavation may be made to a depth of 10 cm above the final foundationdepth. The remaining excavation is to be carried out by hand to ensure that thefoundation will rest on undisturbed soil.

As an alternative machine excavation can be made to a depth 10 cm below the finalfoundation depth and a layer of gravel or crushed stone then applied. This layer is tobe compacted in accordance with Anlggnings AMA98 Table CE/4 Material type 2.

A suitable synthetic fibre membrane is to be laid on the bottom of the excavation forloose soils or soils liable to flotation. The synthetic fibre membrane installed shallconform to the usage classification of Anlggnings AMA98 appendix 4 and to the tablebelow.

Type of refill Minimum synthetic fibre membraneusage class

Soil 2Crushed materials withgranular size250 mm

4

The synthetic fibre membrane installed shall be placed in accordance with AnlggningsAMA98 DBB.It shall be stated on the drawings for foundations placed on fill how the fill is to becomposed and made. Fill shall conform to the requirements of Anlggnings AMA98CEB.2. The top surface of blasted stone fill is to be sealed with well graded materialscomprising maximum granular size of 65 mm and particles with sizes between 0.06

mm and 20 mm being less than 10% by weight. Compaction is to be performed byvibration in accordance with Anlggnings AMA98 Table CE/4 Material type 2The dimensions of backfill and berms for uplift and moment foundations are always tobe checked to ensure that they conform to the stated dimensions.

2.6.2.3 Anchored foundations on rockLoose materials are to be removed where foundations are located on rock with anchorrods. The top surface is to be cleaned to rock cleaning class 1 in accordance withAnlggnings AMA98 chapter CBC.The rock surface is to be bench blasted if the inclination of the bed rock is more than1:2.Embedment lengths for anchor rods shall be stated on each respective type drawing.Drilled hole diameters shall be 20 mm greater than the anchor rod diameter. Rock inwhich joints and fissures occur is to be reinforced by means of B500 type reinforcingbars. The reinforcing bars are to be drilled and embedded in the rock to a length suchthat the rock is effectively monolithic. Alternatively the embedded length of the anchorrods can be increased.

If there is a risk that the grout for anchoring will dissipate into joints and cracks, orthere is a continuous water flow, the hole is to be injected with grout. When the grouthas hardened the hole is to be redrilled.

Grouting shall not take place if the temperature of the rock is lower than +2C. Thedrilled hole is to be carefully cleaned of water, drill cuttings and all contaminations.The mixing of grout for anchor rods shall take place in a Rojo-mixer, or equivalent,and continue until the grout is thoroughly mixed and has obtained a plasticconsistency. The grout is to be inserted by means of a pump and a tremi-pipe to the


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bottom of the hole. The tremi-pipe is to be gradually withdrawn during the placingprocedure. The pumping of grout is to be done with a pump working normally. The

rock anchor grout shall conform to the requirements given in clause 2.5.1.3.4.Anchor rods shall conform to the requirements given in clause 2.5.1.1.1 or 2.5.1.1.2.

2.6.2.4 Foundations in loose soils pile foundationsPiles shall be manufactured from concrete or steel in accordance with Swedishstandards. Piling works are to be performed in accordance with boverketskonstruktionsregler BKR.Piles shall be fitted with rock shoes when a sloping rock surface forms the bearingstratum.Piles are to protrude a minimum of 100 mm into the foundation pad. Concretecovering reinforcing steel of concrete piles, subject to uplift loads, within thefoundation pad is to be broken out and the reinforcing steel anchored in thefoundation pad.

2.6.3 PRE-CAST CONCRETE FOUNDATIONSExcavation and backfilling shall conform to clause 2.6.2.2.

2.6.4 Grillage foundationsFoundations shall be installed at a frostproof depth unless special precautions aretaken. The foundation depth shall therefore, with the exception of peat soil, be aminimum of 1.5 m in soils liable to frost heave and 1.35 m in soils not liable to frostheave (refer to Swedish Standard SS-EN 50341:8). Notwithstanding this requirementthe foundation depth shall be the minimum that is required for stability. Thefoundation depth is defined as the distance from the final ground surface to the loweredge of the sleepers. In soils extremely liable to frost heave (Gr. III according to theNational Road institute grading) the backfill shall comprise dense material which is

not liable to frost heave.Backfilling around foundations shall be performed with due care. Stones larger thanfist size shall not come closer than 10 cm to foundation frameworks or the steelwork ofthe support. The density value of the backfill shall be a minimum of what have beenused in the design of the foundation. To compensate for the initial imperfect degree ofcompaction the backfill is to be made to a correspondingly higher level than theoriginal ground level.The following applies to supports with more than one foundation:

Foundations located in peat soils are to be situated on soil withindentical properties.

The distance from the lower edge of the sleeper to the firmbearing stratum may not be less than 0.5 m for foundations inloose soils with different depths to the firm bearing stratum

The differential height between foundations from the lower edgeof the sleeper to the bearing stratum may not exceed 1.5 m.

The distance from the lower edge of the sleeper to the firmbearing stratum may not be less than 0.4 m for foundations inloose soils with equal depths to the firm bearing stratum.

To avoid differential settlement the bottoms of the individual foundation excavationsshall be accurately levelled and the soil type be similar over the entire bottom surface.Excavation and backfilling shall further conform to clause 2.6.2.


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2.6.5 Tube foundationsFor tube foundations the following applies:

a) The tube backfilling is to be made to a level 100 mm below the lower edge ofthe concrete or wooden pad with frictional material compacted in accordancewith Anlggnings AMA98 Table CE/4 Material type 2. Grading shall becompleted to the level of the lower edge of the pad with backfill that containsno stones.

b) Concrete legs of any support are to be appropriately secured to the foundationpad after which the foundations are to be filled with concrete, with aminimum quality in accordance with C20/25, consistency class S2 inaccordance with EN 206:4.2.1 and a maximum aggregate size of 16 mm, orwith other material approved by the client.

c) Wooden legs of supports are to be secured to the concrete or wooden pad.Thereafter the space between the leg and the inside of the tube is to be filledwith crushed stones. These shall have a diameter between 18 and 32 mm andbe compacted in layers of 300 mm thickness. Each layer shall be compactedwith a minimum of 4 passages using a 15 kg hand-ram or equivalent.

2.6.6 Stay anchorsFor stay anchors founded in soil the density of the backfill shall be a minimum of 18kN/m3,above the ground water table, at a normal degree of compaction. In waterlogged soil the submerged density of the backfill shall be a minimum of 11 kN/m3(siltand mud have in many cases a lower density).

Excavation and backfilling shall further conform to clauses 2.6.2 and 2.6.4respectively.

Clause 2.6.2.3 is applicable for stays anchored in rock.

2.7 TESTS

2.7.1 GeneralTests are to be performed in accordance with the standards that are approved by theclient. Where no standard exists all details regarding testing are to be submitted to theclient for approval. The contractor shall keep the client informed of the testing

programme to enable planned inspections to be performed and attended by the client.

2.7.2 Concrete foundationsConcrete for concrete foundations is to be tested at an official testing institute inaccordance with existing concrete regulations.

2.7.3 Stay anchorsRequirements for tensile tests are contained in clause 2.5.2.1.

A minimum quantity of 10% of stay anchors in rock shall be tensile tested. Inparticular tensile testing shall be performed at locations with poor rock quality andwhere Betokem or an equivalent has been used for grouting. A minimum tensile load


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of 60% of the breaking load shall be applied to anchors subject to tensile testing andrecords made during testing. Tensile tests are not to be made within 28 days after

grouting nor are they to be made at temperatures lower than +5C where Betokem oran equivalent has been used.

The contractor shall draw up a schedule for the testing of stay anchors in rock which isto be approved by the client.

When testing tensile loads are to be applied in line with the anchor. Should the anchorunder test pull out a new anchor shall be installed and tensile tested.

2.8 CERTIFICATE OF DELIVERY

2.8.1 GeneralThe contractor shall undertake to prepare a quality assurance programme, inaccordance with EN ISO 9001, which is to be reviewed and approved by the clientbefore commencement of work.All quality documentation related to the work being performed shall be available forinspection by the clients representative until finalisation of the work.

2.8.2 Quality documentationPrior to delivery from the manufacturer the contractor shall present qualitydocumentation to the client.The quality documentation shall include documents in accordance with clauses 2.8.2.1

2.8.2.3.

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

sufficient information for the part to be identified references to those standards and requirements which have been applied for

the manufacturing and inspection records confirming that the inspections specified have been performed and

the required results attained

Testing is to be in accordance with clause 2.7 and the client shall be given the

opportunity to participate in tests and inspections. A certificate of delivery will beissued by the client if the at works inspections and tests have been found to conform tothe requirements of these guidelines in all respects. Goods forming part of foundationsand stay anchors may not be delivered to site before they have been inspected andtested in accordance with clause 2.7.

2.8.2.2 Deviation reportDeviation reports together with every report related to major remedial works.

2.8.2.3 Separate reports and inspection companiesCertificates for investigations which require separate reports, i.e. material tests, designand test assembly reports.


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Certificates from an independent inspection company, if such a company has beenemployed.


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APPENDICES

Appendix A CONTROL STRAND FOR TESTING OFPOSSIBLE CORROSION ATTACK ON STEEL BURIEDUNDERGROUNDControl strands can, for new lines, be installed on every support location to estimatethe corrosiveness of the soil at each individual support location in a line and to keeppossible corrosion attacks under control.

The control strand is to be installed on every stay anchor of stayed steel supports andon the foundation of self-supporting steel supports. For stayed wooden supports thecontrol strand is to be installed at the adjustable anchor bolts. The distance betweeninstalled control strands is in no case required to be less than 5 metres.Tensile testing of the control strand shall be accordance with EBR hand book "Underhll ledningar 0,4 - 420 kV" and should be performed during the regularmaintenance inspection of the line.

Wooden

support

Placement of control strand for different types of supports. The control wire is onlyrequired to be installed on one stay anchor in the case of stay anchors having adistance of less than 5 metres between each other.


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Soft hot-dip galvanised steel strand Fe 60 wire 4.5 mm diameter.

INSTALLATION OF

CONTROL STRANDMinimum 5

turns

The strand is to be

tied loosely to thestay rod or the main

member. It shall not

be wrapped aroundthe stay rod or the

main member.

Anchoring to be achieved

by installing the controlstrand around an

immovable part of the

foundationa.


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TENSILE TESTING OF

THE INSTALLEDCONTROL STRAND

Place sling round the support leg, or a come-alongclamp on the stay, at an appropriate height in

accordance with figure 1, 2 and 3.

Release the lock on the winch of the tensioning

device and pull out the bond.

Attach the hooks to the eye of the control strand andthe comealong clamp on the sling round the main

member or the stay.

Lock the winch and wind in the bond until thecontrol strand breaks or the dynamometer shows that

a load of 2.0 kN has been achieved.

Unload the tensioning device by releasing the winch.

On small staywires for wooden poles an

appropriate wedge type comealong

clamp can be used.

Fig. 1 Fig. 2

Fig. 3

1


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