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1. ------IND- 2007 0358 S-- EN- ------ 20070706 --- --- PROJET

The Swedish National Road Administration’s Statute Book

The Swedish National Road Administration’s regulations on the amendment of the regulations (VVFS 2004:43) on the application of European calculation standards;

VVFS 2007:Date of publication 2007

General advice is indicated by indicated text and the word ‘Advice’

adopted on 2007.

In accordance with Section 18 of Regulation (1994:1215) on technical property requirements for buildings, etc. in respect of the Swedish National Road Administration’s regulations (VVFS 2004:43) on the application of European calculation standards, the Swedish National Road Administration1 lays downthat Chapter 1 Section 2 and Chapter 2 Section 2 shall be worded as follows,and that 12 new chapters, Chapters 9 – 20 shall be inserted with the following wording.

Chapter 1. General information concerning the application of the Eurocodes(SS-EN 1990 to SS-EN 1999)

Section 22 This statute sets out the nationally selected parameters that apply in connection with the application of the SS-EN versions of the Eurocodes in Sweden. In this chapter, the statute sets out regulations that apply in connection with the application of all Eurocodes, while the

1 See Directive 98/34/EC of the European Parliament and of the Council of 22 June 1998 laying down a procedure for the provision of information in the field of technical standards and regulations (EGT L 204, 21.7.1998, p.37, Celex 31998L0034), as amended through Directive 98/48/EC of the European Parliament and of the Council (EGT L 217, 5.8.1998, p.18, Celex 31998L0048).2 Most recent wording VVFS 2007:197.

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subsequent chapters set out regulations or general advice for the application of standards in accordance with Table 1.

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Table 1

English name, title and edition EN standard1) Chapter in this statute

SS-EN 1990 Eurocode – Basis of structural design. First edition.

EN 1990:2002 2

SS-EN 1990/A1:2005 Eurocode – Basis of structural design. First edition.

EN 1990/A1:2005

7

SS-EN 1991-1-1 Eurocode 1 – Actions on structures – Part 1-1: General actions – Densities, self-weight and imposed loads. First edition.

EN 1991-1-1: 2002

3

SS-EN 1991-1-3 Eurocode 1 – Actions on structures – Part 1-3: General actions. Snow loads. First edition.

EN 1991-1-3: 2003

4

SS-EN 1991-1-4 Eurocode 1 – Actions on structures – Part 1-4: General actions – Wind loads. First edition.

EN 1991-1-4: 2005

9

SS-EN 1991-1-5 Eurocode 1 – 1 – Actions on structures – Part 1-5: General actions – Thermal actions. First edition.

EN 1991-1-5: 2003

5

SS-EN 1991-1-6 Eurocode 1 – Actions on structures – Part 1-6: General actions – Actions during execution. First edition.

EN 1991-1-6: 2005

10

SS-EN 1991-1-7 Eurocode 1 – Actions on structures – Part 1-7: General actions – Accidental actions. First edition.

EN 1991-1-7: 2006

11

SS-EN 1991-2 Eurocode 1 – Actions on structures – Part 2: Traffic loads on bridges. First edition.

EN 1991-2:2003 6

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

EN 1993-1-1 :2005 + EN 1993-1-1 :2005/AC:2006

8

SS-EN 1993-1-4 Eurocode 3 – Design of steel structures – Part 1-4: Structures in stainless steel. First edition.

EN 1993-1-4 :2006

12

SS-EN 1993-1-5 Eurocode 3 – Design of steel structures – Part 1-5: Plated

EN 1993-1-5 :2006

13

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structural elements. First edition.

SS-EN 1993-1-8 Eurocode 3 – Design of steel structures – Part 1-8: Design of joints. First edition

EN 1993-1-8 :2005

14

SS-EN 1993-1-9 Eurocode 3 – Design of steel structures – Part 1-9: Fatigue. First edition

EN 1993-1-9 :2005+ EN 1993-1-9 :2005/AC

15

SS-EN 1993-1-10 Eurocode 3 – Design of steel structures – Part 1-10: Material toughness and through-thickness properties. First edition

EN 1993-1-10 :2005

16

SS-EN 1993-1-11 Eurocode 3 – Design of steel structures – Part 1-11: Design of structures with tension components. First edition

EN 1993-1-11 :2006

17

SS-EN 1993-1-12 Eurocode 3 – Design of steel structures – Part 1-12: Supplementary rules for high strength steels. First edition

EN 1993-1-12 :2007

18

SS-EN 1993-2 Eurocode 3 – Design of steel structures – Del 2: Steel bridges. First edition

EN 1993-2 :2006

19

SS-EN 1998-1 Eurocode 8 – Design of structures for earthquake resistance – Part 1: General rules, seismic actions and rules for buildings. First edition

EN 1998-1:2004 20

SS-EN 1998-2 Eurocode 8 – Design of structures for earthquake resistance – Part 2: Bridges. First edition

EN 1998-2:2005 20

SS-EN 1998-1 Eurocode 8 – Design of structures for earthquake resistance – Part 5: Foundations retaining structures and geotechnical aspects. First edition

EN 1998-5:2004 20

SS-EN 1998-1 Eurocode 8 – Design of structures for earthquake resistance – Part 6: Towers, masts and chimneys. First edition

EN 1998-6:2005 20

1) Standard developed by the European Standards Organization.

Chapter 2. Application of SS-EN 1990

Application of informative annexes

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Section 23 Annexes B3.2 and B3.3 may not be applied. Annexes B1, B2, B3.1, B4 and B5 retain their informative nature in connection with the national application.

Differentiation of the reliability of structures shall take place in accordance with Chapter 1 Sections 7 - 11.

Chapter 9. Application of SS-EN 1991-1-4

Nationally selected parameters

National parameters for 4.2(1)P

Section 1 The basic wind velocity is specified in Annex 4 of this statute.

Advice:Basic wind velocities for various municipalities are specified in Annex 4 of this statute.


Section 2 The effect of height is included in the basic wind velocity in Annex 4 of this statute.

National parameters for 4.3.1(1)

Section 3 Advice:The effect of topography is not included.

3 Most recent wording VVFS 2004:435

VVFS 2007:xx


Section 4 The method in A.4 may not be applied.

Advice:The effect of large and significantly higher, nearby structures may be based on wind tunnel tests.

National parameters for 4.5(1)

Section 5 Advice:Expression (4.8) should not be applied and Figure 4.2 should therefore also not be applied. The value of qp is given in Annex 4.


Section 6 Advice:cscd should not be separated.


Section 7 Advice:kp, B and R may be calculated using the following expression:

; kp = 3.0 for static structures

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Section 8 Advice:The method in Annex B may be applied together with the value in accordance with Section 7.

National parameters for 8.1(1) and 8.2.1(1)

Section 9 The client may specify the values, etc. for the project concerned.


Section 10 Annexes A.4, A.5, B.1, B.2, C, D and E.1 may not be applied. Annexes A.1, A.2, A.3, B.3, B.4, E.2, E.3, E.4 and F retain their informative nature in connection with the national application.




Section 1 Advice:The design of supporting structures should be carried out in accordance with applicable standards.

National parameters for 3.1(5), 4.12(1)P and for 2.3(1), A2.4(2) A2.4(3), A2.5(2) and A2.5(3) in Annex A.

Section 2 Advice:The client may specify the value, etc. for the project concerned. If no value is specified, the recommended value should be used.

National parameters for 3.1.(7), 3.3(2), 3.3(6), 4.9(6), 4.12(2) and 4.13(2)

Section 3 Advice:The client may specify the value, etc. for the project concerned.

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National parameters for 4.12.(3)

Section 4 Advice:The client may specify the value, etc. for the project concerned. If no value is specified, the value in accordance with a) and b) in the remark should be used.


Section 5 Annex B retains its informative nature in connection with the national application.




Section 1 The risk level must not be higher than that which corresponds to the safety index = 3.1 for accidental actions and = 2.3 for rapid landslides for the reference period of one year.


Section 2 The client may specify the choice of alternative for the project concerned.

Advice:These parameters may be determined through a risk assessment in accordance with Annex B, unless the client specifies otherwise.

National parameters for 3.4.(1)

Section 3 Advice:Consequence class CC2 should be applied unless the client specifies otherwise for the project concerned.


Section 4 Advice:For lightweight superstructures that are designed in such a way as to reduce the risk of collision from vehicles, by for example using a headroom of > 5.3m above the road or of > 5.9m above the top of the rails, the collision action can normally be set to zero.

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Section 5 Advice:For bridges and other structures above roads, the value for “Motorways, etc.” in accordance with Table 4.1 should be applied. For structures adjacent to a road, the value in accordance with Table 4.1 can be applied, whereupon the client may specify the applicable traffic category for the project concerned. As an alternative to actions in accordance with Table 4.1, actions may be calculated in accordance with Annex C.


Section 6 Advice:Bridges with a headroom not exceeding 5.2m should be designed for an action in accordance with Table 4.2. For other structures, the client may specify the value of forces and headrooms for the project concerned. If the value is not specified, Table 4.2 and a headroom of 5.2m should be applied.

h0 should be set to 5.2m and h1 should be set to 6.0m. b will then become 0.8m.


Section 7 Advice:The surface should be set to 0.5 x 0.25 m with the dimension 0.5 in the longitudinal direction of the bridge.


Section 8 Advice:The rules in this section should be applied to structures adjacent to all types of roads, railway lines, etc. unless a different method is demonstrated as being more correct.

National parameters for 4.5.1.2(1), 4.5.1.4(2) and 4.5.1.4(5)

Section 9 The client may specify the value, etc. for the project concerned.

National parameters for 4.5.1.4(1)

Section 10 Advice:

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The value of collision actions in accordance with Table 4.4 should be applied.

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Section 11 Advice:Unless the client specifies otherwise for the project concerned, the classification of vessels in accordance with Table C.4 in Annex C should be applied.


Section 12 Advice:Unless the client specifies otherwise for the project concerned, the value in accordance with Annex C, Table C.3 should be applied.


Section 13 Advice:Unless the client specifies otherwise for the project concerned, the values, etc. specified in remark 1 should be applied.


Section 14 Advice:Unless the client specifies otherwise for the project concerned, the value 1 MN should be applied.


Section 15 Advice:Unless the client specifies otherwise for the project concerned, the value in accordance with Table C.4 in Annex C should be applied, in connection with which interpolation is permitted.


Section 16 Advice:Unless the client specifies otherwise for the project concerned, at least 5% of the value Fdx should be applied.


Section 17 Annexes B, C and D retain their informative nature in connection with the national application.


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Section 1 At least the following partial coefficients must be applied.

but not exceeding


Section 2 Annexes A and B retain their informative nature in connection with the national application.

Section 3 In connection with the national application, Annex C shall be deemed to form part of the main part of the standard.




Section 1 In connection with the design of bridges, h = 1.5 shall be used. For other structures, the recommended value shall apply.

National parameters for 10(1)

Section 2 Advice:The method should not be used.


Section 3 Annexes A, B and C retain their informative nature in connection with the national application.

Section 4 In connection with the national application, Annexes D shall be deemed to form part of the main part of the standard.



National parameters for 1.2.6

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Section 1 Advice:Rivets should meet the requirements in SS 39 and SS 318. Materials for rivets should meet the requirements in SS-EN 10263-2.

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Section 2 At least the partial coefficients in accordance with Table 2.1(S) shall be applied.

Table 2.1(S): Partial coefficients

Resistance for structural components and cross-sections

γM0 , γM1 and γM2 se EN 1993-1-1

Resistance for screws

Resistance for rivets

Resistance for pin bolts γM2 = 1.2

Resistance for welds

Resistance for bearing value stress

Resistance for slipping

- in ultimate limit state (Type C)

- in ultimate limit state (Type B)

γM3 = 1.2

γM3,ser = 1.0

Resistance for injection screws γM4 = 1.0

Resistance for truss joints with structural tubes γM5 = 1.0

Resistance for pin bolts in serviceability limit state γM6,ser = 1.0

Standard tension force in high strength screws γM7 = 1.0

Resistance for concrete γc see EN 1992


Section 3 Advice:The standard tension should be at least 0.7 fub As.




Section 1 Advice:In anticipation of EN 1090 entering into force, Chapter 8 and 9 of BSK should be applied.

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Section 2 Advice:Inspections should be carried out at least in accordance with Chapter 10 of BSK.


Section 3 Advice:The analysis method “safe working life” should be applied.


Section 4 Advice:For cross-section class 4, stresses should be calculated for the gross cross-section reduced for the effect of shear deformations in wide flanges.




Section 1 Advice:The recommended value for TR should be applied. No restrictions are given for the application of Table 2.1.



National parameters for 2.3.6(1), 2.3.6(2) and 4.5(4)



Section 2 Advice:Stainless steel for wire should be selected in accordance with Table A.1 in SS-EN 1993-1-4 for corrosion-related reasons.


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Section 3 Annexes A, B and C retain their informative nature in connection with the national application.

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National parameters for 2.1 (3.1(2))

Section 1 Advice:No restrictions are given for the use of steel types in accordance with Tables 1 and 2.

National parameters for 2.1 (6.2.3(2))

Section 2 At least the following partial coefficient shall be applied.

, but not exceeding

Chapter 19. Application of SS-EN 1993-2


National parameters for 2.1.3.2(1) and 9.5.2(5)



Section 2 Advice:The analysis method “safe working life” should be applied.


Section 3 Advice:Materials should comply with the requirements in Table 3.1(S).

Table 3.1(S): Supplementary requirements

Material thickness t mm T27J °C Steel type

t ≤ 30 -20 -

30 < t ≤ 80 -20 Fine-grained steel

t 80 -40 Fine-grained steel

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Section 4 Advice:Materials should fulfil the requirements in Table 3.2(S).

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Table 3.2(S): Quality requirements in accordance with EN 10164

Value calculated in accordance with EN 1993-1-10

Value of ZRd required expressed as a Z value in accordance with EN 10164

ZEd ≤ 10 No requirement

ZEd >10 Z35


Section 5 Advice:Plastic analysis may be used for accidental actions.


Section 6 At least the following partial coefficients shall be applied.

, but not exceeding for resistance for net cross-sections

for joints


Section 7 Advice:The method in point 1 should be used.


Section 8 The following values shall be applied.

c,0 = 0.4

k fl = 1.0

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National parameters for 8.1.3.2.1(1)

Section 9 Advice:Injection screws should not be used.


Section 10 Advice:Hybrid joints should not be used.


Section 11 Advice:Partially through-welded joints may be used as an alternative to fillet welds.


Section 12 Advice:Plug welds should not be used.


Section 13 Advice:Diverging joints may be used.


Section 14 Advice:Welds in accordance with 4.12(1) and (2) in EN 1993-1-8 should not be used.


Section 15 Advice:Only equally strong joints should be used.


Section 16 Advice:For bridge deck slabs with a thickness in accordance with C.1.2.2, verification of the fatigue strength for localised bending should be omitted.

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Section 17 Advice:4 may be set to 1.0.


Section 18 Advice:For bridge deck slabs with a thickness in accordance with C.1.2.2, verification of the fatigue strength for localised bending should be omitted.

National parameters for A.4.2.1(4)

Section 19 Advice:T may be assumed to be 5°C. T0 may be assumed to be 15°C, unless the client specifies otherwise.


Section 20 Annexes A, B and D retain their informative nature in connection with the national application.

Section 21 In connection with the national implementation, Annexes C and E shall be considered to form part of the main part of the standard.

Chapter 20. Application of SS-EN 1998

Section 1 For the application of SS-EN 1998-1, SS-EN 1998-2, SS-EN 1998-5 and SS-EN 1998-6, the rules in section 2 shall apply.

Section 2 Verification of structures with regard to earthquakes need not normally be carried out.

Advice:Design in accordance with other parts of SS-EN 1990 to SS-EN 1999 normally also ensure the mechanical resistance and stability of a structure for the levels of action that occur as a result of earthquakes in Sweden.

In cases where the client also wishes to verify the structure with regard to earthquakes, SS-EN 1998 with the recommended values may be used. Applicable levels of action resulting from earthquakes should then be

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determined in accordance with the principles in SS-EN 1998 for the project concerned.

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Figure 4.1The reference wind action vb in m/s, i.e. mean wind velocity over a period of 10 minutes at a height of 10 metres above ground level with roughness factor z0 = 0.05 and a return period of 50 years

25


26


Table 4.1Basic wind velocity vb in m/s for Sweden’s municipalities

Municipality vb Municipality vb Municipality vbAle 25 Eksjö 24 Haparanda 22

Alingsås 25 Enköping 23 Heby 23

Alvesta 24 Eskilstuna 23 Hedemora 23

Aneby 24 Eslöv 26 Helsingborg 26

Arboga 23 Essunga 25 Herrljunga 25

Arjeplog 22-26a Fagersta 23 Hjo 24

Arvidsjaur 21-22a Falkenberg 25 Hofors 23

Arvika 23 Falköping 24 Huddinge 24

Askersund 24 Falun 23 Hudiksvall 23

Avesta 23 Filipstad 23 Hultsfred 24

Bengtsfors 24 Finspång 24 Hylte 25

Berg 24 Flen 24 Håbo 23

Bjurholm 22 Forshaga 23 Hällefors 23

Bjuv 26 Färgelanda 25 Härjedalen 23-25a

Boden 21-22a Gagnef 22 Härnösand 22

Bollebygd 25 Gislaved 24 Härryda 25

Bollnäs 23 Gnesta 24 Hässleholm 25

Borgholm 24 Gnosjö 24 Höganäs 26

Borlänge 22 Gotland 24 Högsby 24

Borås 25 Grums 23 Hörby 25

Botkyrka 24 Grästorp 24 Höör 25

Boxholm 24 Gullspång 24 Jokkmokk 22-26a

Bromölla 25 Gällivare 21-26a Järfälla 24

Bräcke 23 Gävle 23 Jönköping 24

Burlöv 26 Gothenburg 25 Kalix 22

Båstad 25 Götene 24 Kalmar 24

Dals-Ed 24 Habo 24 Karlsborg 24Danderyd 24 Hagfors 22 Karlshamn 24

Degerfors 23 Hallsberg 23 Karlskoga 23

Dorotea 24 Hallstahammar 23 Karlskrona 24

Eda 23 Halmstad 25 Karlstad 23

Ekerö 24 Hammarö 23 Katrineholm 24

27


Emmaboda 24 Haninge 24 Kil 23

Kinda 24 Malmö 26 Ovanåker 23

Kiruna 21-26a Malung 22 Oxelösund 24

Klippan 25 Malå 22 Pajala 21-22a

Knivsta 24 Mariestad 24 Partille 25

Kramfors 22 Mark 25 Perstorp 25

Kristianstad 25 Markaryd 25 Piteå 21

Kristinehamn 23 Mellerud 24 Ragunda 23

Krokom 25 Mjölby 24 Robertsfors 22

Kumla 23 Mora 22 Ronneby 24

Kungsbacka 25 Motala 24 Rättvik 23

Kungsör 23 Mullsjö 24 Sala 23

Kungälv 25 Munkedal 25 Salem 24

Kävlinge 26 Munkfors 23 Sandviken 23

Köping 23 Mölndal 25 Sigtuna 24

Laholm 25 Mönsterås 24 Simrishamn 26

Landskrona 26 Mörbylånga 24 Sjöbo 26

Laxå 24 Nacka 24 Skara 24

Lekeberg 23 Nora 23 Skellefteå 22

Leksand 22 Norberg 23 Skinnskatteberg 23

Lerum 25 Nordanstig 23 Skurup 26

Lessebo 24 Nordmaling 22 Skövde 24

Lidingö 24 Norrköping 24 Smedjebacken 22

Lidköping 24 Norrtälje 24 Sollefteå 23

Lilla Edet 25 Norsjö 22 Sollentuna 24

Lindesberg 22 Nybro 24 Solna 24

Linköping 24 Nykvarn 24 Sorsele 22-25a

Ljungby 25 Nyköping 24 Sotenäs 25

Ljusdal 23 Nynäshamn 24 Staffanstorp 26

Ljusnarsberg 22 Nässjö 24 Stenungsund 25

Lomma 26 Ockelbo 23 Stockholm 24

Ludvika 22 Olofström 24 Storfors 23

Luleå 21-22a Orsa 22 Storuman 23-25a

Lund 26 Orust 25 Strängnäs 23

Lycksele 23 Osby 25 Strömstad 24

28


Lysekil 25 Oskarshamn 24 Strömsund 23-26a

Sundbyberg 24 Ulricehamn 25 Årjäng 23

Sundsvall 23 Umeå 22 Åsele 22-23a

Sunne 22 Upplands-Bro 24 Åstorp 25

Surahammar 23 Uppl-Väsby 24 Åtvidaberg 24

Svalöv 26 Uppsala 24 Älmhult 25

Svedala 26 Uppvidinge 24 Älvdalen 22-26a

Svenljunga 25 Vadstena 24 Älvkarleby 23

Säffle 24 Vaggeryd 24 Älvsbyn 21

Säter 22 Valdemarsvik 24 Ängelholm 25

Sävsjö 24 Vallentuna 24 Öckerö 26

Söderhamn 23 Vansbro 22 Ödeshög 24

Söderköping 24 Vara 24 Örebro 23

Södertälje 24 Varberg 25 Örkelljunga 25

Sölvesborg 25 Vaxholm 24 Örnsköldsvik 22

Tanum 25 Vellinge 26 Östersund 23

Tibro 24 Vetlanda 24 Österåker 24

Tidaholm 24 Vilhelmina 23-24a Östhammar 24

Tierp 24 Vimmerby 24 Östra Göinge 25

Timrå 22 Vindeln 22-23a Överkalix 21-22a

Tingsryd 24 Vingåker 24 Övertorneå 22

Tjörn 26 Vårgårda 25

Tomelilla 26 Vänersborg 25

Torsby 22 Vännäs 22

Torsås 24 Värmdö 24

Tranemo 24 Värnamo 24

Tranås 24 Västervik 24

Trelleborg 26 Västerås 23

Trollhättan 25 Växjö 24

Trosa 24 Ydre 24

Tyresö 24 Ystad 26

Täby 24 Åmål 24

Töreboda 24 Ånge 23

29


Uddevalla 25 Åre 24-26a

a See the wind velocity map, Figure A.1

30


Table 4.2 Peak velocity pressure qp for vb = 21, 22 and 23 m/s

Height vb = 21 m/sTerrain category

vb = 22 m/sTerrain category


h(m) 0 I II III IV 0 I II III IV 0 I II III IV

2 0.55 0.48 0.36 0.32 0.29 0.60 0.52 0.39 0.35 0.32 0.65 0.57 0.43 0.38 0.35

4 0.64 0.57 0.45 0.32 0.29 0.70 0.63 0.50 0.35 0.32 0.76 0.68 0.54 0.38 0.35

8 0.74 0.67 0.56 0.39 0.29 0.81 0.74 0.61 0.43 0.32 0.88 0.81 0.67 0.47 0.35

12 0.80 0.74 0.63 0.46 0.32 0.87 0.81 0.69 0.50 0.35 0.95 0.88 0.75 0.55 0.38

16 0.84 0.78 0.68 0.51 0.37 0.92 0.86 0.74 0.56 0.40 1.01 0.94 0.81 0.61 0.44

20 0.87 0.82 0.71 0.55 0.41 0.96 0.90 0.78 0.60 0.45 1.05 0.98 0.86 0.66 0.49

25 0.91 0.86 0.76 0.59 0.45 1.00 0.94 0.83 0.65 0.49 1.09 1.03 0.91 0.71 0.54

30 0.94 0.89 0.79 0.62 0.48 1.03 0.98 0.87 0.69 0.53 1.13 1.07 0.95 0.75 0.58

35 0.97 0.92 0.82 0.65 0.51 1.06 1.01 0.90 0.72 0.56 1.16 1.10 0.98 0.79 0.62

40 0.99 0.94 0.84 0.68 0.54 1.08 1.03 0.93 0.75 0.59 1.18 1.13 1.01 0.82 0.65

45 1.01 0.96 0.87 0.71 0.56 1.11 1.06 0.95 0.77 0.62 1.21 1.16 1.04 0.85 0.68

50 1.03 0.98 0.89 0.73 0.59 1.13 1.08 0.97 0.80 0.64 1.23 1.18 1.06 0.87 0.70

55 1.04 1.00 0.91 0.75 0.61 1.14 1.10 0.99 0.82 0.67 1.25 1.20 1.09 0.90 0.73

60 1.06 1.02 0.92 0.77 0.63 1.16 1.11 1.01 0.84 0.69 1.27 1.22 1.11 0.92 0.75

65 1.07 1.03 0.94 0.78 0.64 1.18 1.13 1.03 0.86 0.71 1.28 1.24 1.13 0.94 0.77

70 1.08 1.04 0.95 0.80 0.66 1.19 1.15 1.05 0.88 0.72 1.30 1.25 1.15 0.96 0.79

75 1.10 1.06 0.97 0.81 0.67 1.20 1.16 1.06 0.89 0.74 1.31 1.27 1.16 0.98 0.81

80 1.11 1.07 0.98 0.83 0.69 1.22 1.17 1.08 0.91 0.76 1.33 1.28 1.18 0.99 0.83

85 1.12 1.08 0.99 0.84 0.70 1.23 1.19 1.09 0.92 0.77 1.34 1.30 1.19 1.01 0.84

90 1.13 1.09 1.01 0.85 0.72 1.24 1.20 1.10 0.94 0.78 1.35 1.31 1.21 1.02 0.86

95 1.14 1.10 1.02 0.87 0.73 1.25 1.21 1.12 0.95 0.80 1.37 1.32 1.22 1.04 0.87

100 1.15 1.11 1.03 0.88 0.74 1.26 1.22 1.13 0.96 0.81 1.38 1.33 1.23 1.05 0.89

31


Table 4.2 cont..Peak velocity pressure qp for vb = 24, 25 and 26 m/s

Height vb = 24 m/sTerrain category



h

(m) 0 I II III IV 0 I II III IV 0 I II III IV

2 0.71 0.62 0.46 0.41 0.38 0.77 0.67 0.50 0.45 0.41 0.84 0.73 0.55 0.49 0.44

4 0.83 0.75 0.59 0.41 0.38 0.90 0.81 0.64 0.45 0.41 0.98 0.87 0.69 0.49 0.44

8 0.96 0.88 0.73 0.51 0.38 1.04 0.95 0.79 0.55 0.41 1.13 1.03 0.86 0.60 0.44

12 1.04 0.96 0.82 0.60 0.42 1.13 1.04 0.89 0.65 0.45 1.22 1.13 0.96 0.70 0.49

16 1.10 1.02 0.88 0.66 0.48 1.19 1.11 0.96 0.72 0.52 1.29 1.20 1.04 0.78 0.56

20 1.14 1.07 0.93 0.72 0.53 1.24 1.16 1.01 0.78 0.58 1.34 1.26 1.10 0.84 0.63

25 1.19 1.12 0.99 0.77 0.59 1.29 1.22 1.07 0.84 0.64 1.40 1.32 1.16 0.90 0.69

30 1.23 1.16 1.03 0.82 0.63 1.33 1.26 1.12 0.89 0.69 1.44 1.37 1.21 0.96 0.74

35 1.26 1.20 1.07 0.86 0.67 1.37 1.30 1.16 0.93 0.73 1.48 1.41 1.25 1.00 0.79

40 1.29 1.23 1.10 0.89 0.71 1.40 1.33 1.20 0.97 0.77 1.51 1.44 1.29 1.04 0.83

45 1.32 1.26 1.13 0.92 0.74 1.43 1.36 1.23 1.00 0.80 1.54 1.48 1.33 1.08 0.87

50 1.34 1.28 1.16 0.95 0.77 1.45 1.39 1.26 1.03 0.83 1.57 1.51 1.36 1.11 0.90

55 1.36 1.31 1.18 0.98 0.79 1.48 1.42 1.28 1.06 0.86 1.60 1.53 1.39 1.15 0.93

60 1.38 1.33 1.21 1.00 0.82 1.50 1.44 1.31 1.08 0.89 1.62 1.56 1.42 1.17 0.96

65 1.40 1.35 1.23 1.02 0.84 1.52 1.46 1.33 1.11 0.91 1.64 1.58 1.44 1.20 0.99

70 1.42 1.36 1.25 1.04 0.86 1.54 1.48 1.35 1.13 0.93 1.66 1.60 1.46 1.22 1.01

75 1.43 1.38 1.27 1.06 0.88 1.55 1.50 1.37 1.15 0.96 1.68 1.62 1.48 1.25 1.03

80 1.45 1.40 1.28 1.08 0.90 1.57 1.52 1.39 1.17 0.98 1.70 1.64 1.51 1.27 1.06

85 1.46 1.41 1.30 1.10 0.92 1.58 1.53 1.41 1.19 1.00 1.71 1.66 1.52 1.29 1.08

90 1.47 1.43 1.31 1.11 0.93 1.60 1.55 1.43 1.21 1.01 1.73 1.67 1.54 1.31 1.10

95 1.49 1.44 1.33 1.13 0.95 1.61 1.56 1.44 1.23 1.03 1.74 1.69 1.56 1.33 1.11

100 1.50 1.45 1.34 1.15 0.97 1.63 1.58 1.46 1.24 1.05 1.76 1.71 1.58 1.34 1.13

32


__________________

These regulations enter into force on xx 2007.

INGEMAR SKOGÖ

Janeric Reyier

The Swedish National Road Administration’s regulations on the amendment of the regulations (VVFS 2004:43) on the application of European calculation standards

Consequence analysis in accordance with the Government Agencies Regulation (1995:1322) and Regulation (1998:1820) on a special


consequence analysis of the impact of rules on conditions of small businesses

Background

The European calculation standards for verifying the mechanical resistance and stability of a structure, the Eurocodes, which cover approximately 60 standards, are in the process of being reworked from pre-standards (ENV) into official adopted standards (EN). In accordance with section 1.4 of the Swedish National Road Administration’s regulations (VVFS 2004:31) on mechanical resistance and stability during construction works on roads and streets (hereinafter referred to as ‘VKR’), the Eurocodes may be used as an alternative or supplement to that which is prescribed in this statute.

The previous pre-standards contained a number of open values and Member States were able to prepare National Application Documents (NAD), which set out what should apply in connection with the application in each country. Even once the Eurocodes are issued as EU standards, there will still be some scope for national adaptation, through specially marked parameters in the standard. This can concern the specification of values, classes or methods and the specification of data that is specific to the country for climatological or geographic reasons. There is also scope at a national level to decide whether the informative annexes in the standards should be applied in the country and to issue non-contradictor supplementary information which facilitates the application of the standard.

This national adaptation is made binding through it being issued as regulations by the Swedish Board of Housing, Building and Planning and the Swedish National Road Administration for the area of application for which each authority is responsible. These regulations form the basis for the content of the national annexes NA and this will be the primary method for spreading information on what will apply when the standards are applied in Sweden.

This proposal for a regulation has been prepared jointly by the Swedish National Road Administration, the Swedish Board of Housing and Planning and the Swedish National Rail Administration. The European Commission is exerting considerable pressure in an attempt to ensure adherence to the recommendations in the standard, even if the Eurocodes continue to provide some scope for national adaptation, unless a deviation can truly be justified.

Amendments to previous chapters

In the chapters that are covered by this regulation, the following minor amendments which have no actual consequences have been made:

Table 1 in Chapter 1 Section 2 has been expanded.


In Chapter 2 Section 2, the rules for the application of the informative annex, Annex B, have been revised so that some parts of Annex B may be used. This amendment is a consequence of the introduction of SS-EN 1991-1-7 (see Chapter 11).


2.1.1.1.1.1 Chapter 9: Eurocode 1: Actions on structures – Part 1- 4 – Wind actions

General – what will be the consequences of the introduction of this Eurocode?

The development of this Eurocode 1991-1-4 has taken a long time and involved considerable compromise, partly as a result of the theoretical complexity of wind. In some cases, the calculation methodology in this Eurocode differs significantly from the methods in the Swedish Board of Housing, Building and Planning’s manual BSV 97.

Like BSV 97, this Eurocode is based on the basic wind velocity over a period of 10 minutes at a height of 10m above the surrounding level that is exceeded not more than once every 50 years.

Background and consequences of the choice of national parameters

Wind velocity and velocity pressure (Chapter 9 Sections 1 - 5)

This Eurocodes have five terrain categories compared with the four in the BSV 97 manual. A new terrain category 0 has been introduced called “marine or coastal area exposed to the open sea”. The roughness parameters for the existing categories are identical, while the zmin value has been reduced slightly. The latter may have a slightly action-reducing effect. The cost effect is difficult to estimate.

The exposure factor Cexp(z) in BSV 97 has been replaced by cr(z) in the Eurocode.

cr(z) is square root of Cexp(z). This gives different exposure factors in relation to height.

Determining the effect of wind action on a structure through wind tunnel tests has always been expensive. Today wind tunnel tests can however often be replaced by computer simulation.

Structural factor cscd (Chapter 9 Sections 6 - 8)

The structural factor is determined in the corresponding way to BSV 97 (Cdyn).

The values of kp, B and R can be selected in the same way as in BSV 97, which means that some parts of Annexes B and C cannot be used.

This will have minor financial consequences.


Wind action, bridges (Chapter 9 Section 9)

The client may specify the relevant values himself.

Informative annexes (Chapter 9 Section 10)

Where informative annexes are not applicable, methods and expressions from BSV 97 have been introduced, which will not have any financial consequences.


Chapter 10 Eurocode 1 - Actions on structures - Part 1-6: General actions – Actions during execution


There have previously been no regulations for actions during execution in Sweden and this has been the responsibility of the client or contractor. The predecessor to this standard, the European pre-standard ENV 1991-2-6, was not considered to be of sufficiently high quality and was not adopted as an SS-ENV. In connection with the reworking to EN 1991-1-6, sufficient improvements have been made to enable it to also be accepted in Sweden.

The standard does not cover the safety of people at or near the construction site.

What is specific to this standard is that consideration must be given to the various construction phases and that the actions are temporary. Climate-dependent actions can be adapted to the duration of the design situation and the reliability of the meteorological assumptions. The return periods that should be assumed for actions of different durations are specified.

The term ‘bygglast’ (‘action during execution’) is introduced in the standard – actions that are caused by the actual construction activity, i.e. actions due to construction workers, materials, equipment, etc.

The standard contains very few load values, as these can be adapted to the object concerned (as was previously the case). The standard can virtually be used as a reminder list in connection with design work.

Background and consequences of the selection of national parameters

Auxiliary construction (Chapter 10 Section 1)

No special rules are issued as regards the design of auxiliary constructions, but reference is made here to applicable standards.

The client’s selections (Chapter 10, Section 2, 3 and 4)

In many cases, this standard gives scope both to make changes through the national annex and for the project concerned. As the assumptions in each individual project can vary considerably, it is in many cases difficult to specify in a regulation what values should be applied. It is therefore stated that ‘The client may specify the value, etc. for the project


concerned’. In this context, ‘values, etc.’ means the changes that are permitted in the standard. This also makes it clear that it is the client who is responsible for ensuring that the requirements in the law concerning resistance are met, as this standard does not cover the relevant assumptions. In some cases, the standard recommends the value, while in most cases it is then stated that these values should be used unless the client specifies otherwise.

As the scope for adaptation is considerable, this should not have any financial consequences.


Chapter 11 Eurocode 1 - Actions on structures - Part 1-7: General actions – Accidental actions


The standard contains rules for the traditional accidental actions caused by collisions from vehicles or vessels and internal explosions. In addition to this, the standard describes a system with consequence classes, which we have not previously used in Sweden.

Informative annexes also provide support for the way in which a risk analysis can be carried out and for the way in which the dynamic design of a collision can be performed.

Informative annex D provides support for the way in which explosions can be treated.


Risk level (Chapter 11 Section 1)

The risk level in connection with design for accidental actions has been chosen to be identical to that specified in the Swedish National Road Administration’s regulations (VVFS 2004:31) for mechanical resistance and stability (VKR), which means that there will be no financial consequences.

Exceptional design situations (Chapter 11 Section 2)

The choice of strategy for limiting local damage can be made through a risk analysis carried out in accordance with Annex B, unless the client specifies otherwise. This will not have any financial consequences.

Consequence classes (Chapter 11 Section 3)

The client may choose the consequence class. If a consequence class is not selected for a particular project, class CC2 should be applied. This will have no financial consequences.

Lightweight superstructures (Chapter 11 Section 4)

If the headroom is made sufficiently large, the impact action can be set to 0. This will give approximately the same rules as we use today, so there will be no financial consequences.


Impact on supports (Chapter 11 Section 5)

Rules are given for the impact actions which must be used for structures on roads and streets. In principle, these rules are identical to those which are currently in use in Sweden, so there will be no financial consequences.

Impact on superstructures (Chapter 11 Sections 6 and 7)

These rules are less rigid than the current requirements, as the actions are greater on motorways and lower on streets for example. The greater actions on motorways involve added costs, which can however be considered to be reasonable given the consequences.


Impact from railway vehicles (Chapter 11 Section 8)

Rules are given which state that this section should be applied to all railways. These rules are not considered to have any financial consequences.

The client’s selections (Chapter 11 Section 9)

The client may determine the value of the parameters, which means that there will be no financial consequences.

Impact action (Chapter 11 Section 10)

Rules are given for the magnitude of the impact action from railway vehicles. In principle, these rules correspond to those that are currently in use, which means that there will be no financial consequences.

Impact action from vessels (Chapter 11 Sections 11 - 16)

Rules are given for the impact action from vessels, which mean that the client may specify these actions. The values are given in the rules for the cases where the client has not chosen a value. They are not expected to have any financial consequences.

Eurocode 3: Design of steel structures

Eurocode 3 is divided into the following parts:

EN 1993-1 Design of steel structures: General rules and rules for buildings.

EN 1993-2 Design of steel structures: Steel bridges.

EN 1993-3 Design of steel structures: Towers, masts and chimneys.

EN 1993-4 Design of steel structures: Silos, tanks and pipelines.

EN 1993-5 Design of steel structures: Piling.

EN 1993-6 Design of steel structures: Crane supporting structures.

EN 1993-1 “General rules and rules for buildings” consists of:

EN 1993-1-1 Design of steel structures: General rules and rules for buildings

EN 1993-1-2 Design of steel structures: Structural fire design.


EN 1993-1-3 Design of steel structures: Cold-formed members and sheeting.

EN 1993-1-4 Design of steel structures: Stainless steel.

EN 1993-1-5 Design of steel structures: Plated structural elements.

EN 1993-1-6 Design of steel structures: Shell structures.

EN 1993-1-7 Design of steel structures: Planar plated structures loaded transversely.

EN 1993-1-8 Design of steel structures: Design of joints.

EN 1993-1-9 Design of steel structures: Fatigue.

EN 1993-1-10 Design of steel structures: Material toughness and through-thickness properties

EN 1993-1-11 Design of steel structures: Tension components.

EN 1993-1-12 Design of steel structures: Supplementary rules for special steels.


General – what will be the consequences of the introduction of Eurocode 3?

The consequences of designing in accordance with the current VKR and in accordance with Eurocode 3 are mostly marginal.

Eurocode 3 is considerably more comprehensive than the specifications given in VKR (or in Bro 2004 and accompanying applicable documents, e.g. BSK). Eurocode 3 also contains rules that are absent in the current regulations. This means that in many cases Eurocode 3 could provide better support in connection with structure design.

Chapter 12: SS-EN 1993-1-4 - Design of steel structures – Stainless steel

General – what will be the consequences of the introduction of SS-EN 1993-1-4?

The introduction of SS-EN 1993-1-4 will mean that there will also be design rules for stainless steel.


Partial coefficients (Chapter 12 Section 1)

The same partial coefficients as for carbon steel have been chosen. This will have no financial consequences.

Application of informative annexes (Chapter 12 Sections 2 and 3)

Annexes A and B retain their informative nature in connection with the national application.

Annex C should be considered to form part of the main part of the section, as it should be used in connection with design with FEM.

This will have no financial consequences.


Chapter 13: SS-EN 1993-1-5 - Design of steel structures – Plated structural elements


The consequences of designing in accordance with the current VKR and in accordance with SS-EN 1993-1-5 are mostly marginal.


Hybrid beams (Chapter 13 Section 1)

For bridges, the same value as in Bro 2004 has been chosen, which means that there will be no financial consequences.

Method with reduced stress (Chapter 13 Section 2)

The method with reduced stress should not be used, as the contribution from the stiffeners cannot be taken into account with this method. This means that the method that resembles BSK is used, which in turn means that there will be no financial consequences.


Section 3: Annexes A, B and C retain their informative nature.

Section 4: Annex D is made normative, as corrugated webs with different geometries to those considered in Annex D can exhibit non-ductile behaviour.


Chapter 14: SS-EN 1993-1-8 - Design of steel structures – Design of joints.


The consequences of designing in accordance with the current VKR and in accordance with SS-EN 1993-1-8 are largely marginal for screwed and welded joints, as the national selections have been made so that they correspond to BSK. However, the standard may provide better support in connection with design work, as it also contains design rules for joints.



Cited standards (Chapter 14 Section 1)

As there is no reference to standards for rivets in SS-EN 1993-1-8, references to Swedish standards has been made. This will have no financial consequences.


The partial coefficients have been selected so that the same level of safety is achieved as that achieved by design in accordance with BSK, which means that there will be no financial consequences.


Screwed joints (Chapter 14 Section 3)

The same prestressing force as in BSK has been chosen, which means that there will be no financial consequences.

Chapter 15: SS-EN 1993-1-9 - Design of steel structures – Fatigue.


An analysis of the “safe working life” method indicates that the consequences of designing in accordance with the current VKR and in accordance with SS-EN 1993-1-9 are largely marginal. The standard also gives scope to carry out the fatigue analysis in accordance with the “integrity” method. The standard specifies the joint class for more types of joint than BSK and may therefore provide better support in connection with design.


Execution (Chapter 15 Section 1)

Until EN 1090 enters into force, execution and control should be carried out in accordance with BSK. This will have no financial consequences.

Analysis methods (Chapter 15 Sections 2 and 3)

Section 2: Until EN 1090 enters into force, the recurring inspection of structures which have been designed and constructed as “skadetålighet” (integral) should be carried out in accordance with BSK, Chapter 10. In accordance with the national selection in 1993-2, 2.1.3.2(1), safe working life should be applied to bridges. This will have no financial consequences.

Section 3: The “safe working life” method should be used, as this gives largely the same safety level as BSK. This will have no financial consequences.

Calculation of stresses (Chapter 15 Section 4)

For cross-sections in class 4, stresses should be calculated for the gross cross-section reduced for the effect of shear deformations in wide flanges. This will have no financial consequences.


Chapter 16: SS-EN 1993-1-10 - Design of steel structures – Material toughness and through-thickness properties

General - what will be the consequences of the introduction of SS-EN 1993-1-10?

The consequences of designing in accordance with the current VKR and in accordance with SS-EN 1993-1-10 are mostly marginal.



Choice of material with regard to bridge resistance (Chapter 16 Section 1)

The recommended value for TR should be applied. No restrictions are given for the use of steel types with a strength in excess of S 460 in Table 2.1. This will have no financial consequences.

Chapter 17: SS-EN 1993-1-11 - Design of steel structures – Tension components


The consequences of designing in accordance with the current VKR and in accordance with SS-EN 1993-1-11 are mostly marginal. The standard is more comprehensive than the current rules and may therefore provide better support in connection with design work.


Replacement and corrosion protection of tension components (Chapter 17 Section 1)

For three points in the standard, it is specified in the regulation that the client may specify the value, etc. for the project concerned. In this context, ‘value, etc.” means the changes that are permitted in the standard. This will have no financial consequences.

Selection of stainless steel with regard to corrosion risk (Chapter 17 Section 2)

Table A. 1 in SS-EN 1993-1-4 should be used, as it gives guidance concerning the choice of steel type with regard to the relevant corrosion risk. This will have no financial consequences.

Application of informative annexes (Chapter 17 Section 3)

Annexes A, B and C retain their informative nature in connection with the national application. This will have no financial consequences.

Chapter 18: SS-EN 1993-1-12 - Design of steel structures – Supplementary rules for special steels



The consequences of designing in accordance with the current VKR and in accordance with SS-EN 1993-1-12 are largely marginal.


Supplementary rules to EN 1993-1-1 (Chapter 18 Sections 1 and 2)

Section 1: As in BSK, the steel types in Tables 1 and 2 may be used in all types of structures.

Section 2: The same partial coefficients as for other steel types apply.


Chapter 19: SS-EN 1993-2 - Design of steel structures – Bridges

General - what will be the consequences of the introduction of SS-EN 1993-2?

The consequences of designing in accordance with the current VKR and in accordance with SS-EN 1993-2 are largely marginal. The standard is more comprehensive than the current rules and may therefore provide better support in connection with design work.


Working life (Chapter 19 Section 1)

This standard differs from most others in that it gives scope both to make changes through the national annex and for the project concerned. In the regulation, it is therefore stated that the client may specify values, etc. for the project concerned. In this context, ‘values, etc.’ means the changes that are permitted in the standard.

Fatigue analysis (Chapter 19 Section 2)

Bridges should be designed for a “safe working life”, as the method resembles the method that is currently being used and therefore gives the same level of safety as BSK. This will have no financial consequences.


Breaking resistance (Chapter 19 Section 3)

The supplementary requirements in Table 3.1 (S) mean among other things that steel corresponding to resistance class E in BSK should be used if the sheet thickness exceeds 80mm. This will have no financial consequences.

Through-thickness properties (Chapter 19 Section 4)

The same requirements as for buildings in 1993-1-1 have been chosen. This means that the same requirements are imposed for road and railway bridges. In practice, this will have no financial consequences.

Analysis methods (Chapter 19 Section 5)

Plastic analysis can be used for accidental actions. This may result in a saving.


The partial coefficients have been selected so that the same level of safety as design in accordance with BSK is achieved. This will have no financial consequences.

Effect of local buckling for class 4 cross-sections (Chapter 19 Section 7)

The method with effective cross-sections should be used, as the contribution from the stiffeners can be taken into account with this method. This will have no financial consequences.


Side-buckling and tilting of composite members (Chapter 19 Section 8)

The simplified method can be used with the given values. This will have no financial consequences.

Injection screws (Chapter 19 Section 9)

Injection screws should not be used because the injection fluid contains epoxy. As injection screws have not previously been used, this will not have any financial consequences.

Hybrid joints (Chapter 19 Section 10)

Hybrid joints require the screwed joint to be constructed as a friction joint. For bridges, the contact surfaces should be painted for corrosion reasons. As painted contact surfaces can cause loss of tension force, friction joints are unsuitable for use on bridges. Hybrid joints should therefore not be used. This will have no financial consequences.

Welded joints (Chapter 19 Sections 11, 12, 13 and 14)

The choices follow prevailing rules and practice, which means that there will be no financial consequences.

Joints for H and I sections (Chapter 19 Section 15)

The choice follows prevailing rules and practice, which means that there will be no financial consequences.

Fatigue design of road bridges (Chapter 19 Section 16)

The choice follows prevailing rules and practice, which means that there will be no financial consequences.

Equivalent damage factors for road bridges (Chapter 19 Section 17)

The choice follows prevailing rules and will therefore have no financial consequences.

Fatigue strength (Chapter 19 Section 18)



Design temperature movements for bearings (Chapter 19 Section 19)




Section 20: Annexes A, B and D retain their informative nature.

Section 21: In connection with the national application, Annexes C and E shall be deemed to form part of the main part of the standard.


Chapter 20: SS-EN 1998-1, SS-EN 1998-2, SS-EN 1998-5 and SS-EN 1998-6 Design of structures for earthquake resistance

General - what will be the consequences of the introduction of these Eurocodes?

We have had no design rules for earthquakes in Sweden, so the publication of these standards will mean that we will provide support to those who need to design structures for earthquakes.


General (Chapter 20 Sections 1 and 2)

Rules are given which state that design for earthquakes is not normally required. If the client wishes to verify the structure, SS-EN 1998 can be used together with the values determined for the project concerned.

_________

The proposed regulation has no special consequences for small businesses, as in the present situation it is simply a question of a procedure which represents an alternative to that which applies in accordance with VKR today.