spolstavprav.czspolstavprav.cz/sts_notlib_docs/text_cnot 2012_0496_I.docx · Web viewDesign of structures for seismic resistance Part 1-1:General rules, seismic actions and rules

1. ------IND- 2012 0496 I-- EN- ------ 20121002 --- --- PROJET

The Minister for Infrastructure and Transport

in concert with

The Minister for the Interior

and with

The Head of the Department for Civil Protection

Having regard to Law No1086 of 5November1971: "Standards for the regulation of works of reinforced, normal and prestressed concrete and steel frameworks";

Having regard to Law No64 of 2February1974: "Provisions for constructions with particular requirements for seismic zones";

Having regard to Law No317 of 21June1986: "Information procedure in standards and technical regulations and of rules relating to services of the information society in implementation of Directive 98/34/EC of the European Parliament and the Council of 22June1009, amended by Directive 98/48/EC of the European Parliament and the Council of 20July1998";

Having regard to Articles 54 and 93 of legislative Degree No112 of 21March1998: "Concession of administrative functions and tasks of the State to regions and local authorities, in implementation of chapter I of Law No59 of 15March1997";

Having regard to the single Text detailing provisions and regulations on construction, as given in Presidential Decree No380 of 6June2001, and in particular Articles 52, 60 and 83;

Having regard to the Minister for Infrastructure, in concert with the Minister for Home Affairs and with the Departmental Head of Civil Protection of 15January2008: "Approval of the new technical standards for construction", published in the Official Journal of the Italian Republic No29 Ordinary Supplement No30 of 4February2008, as amended by the decree from the Minister of Infrastructure and Transport, in concert with the Minister for Home Affairs and with the Departmental Head of Civil Protection of 15November2011, published in the Official Journal of the Italian Republic No270 of 19November2011;

Having regard to ministerial memorandum No617 of 2February2009 as above Public Works bears: "Instructions for the application of "New technical standards for construction" as stated in the Ministerial Decree of 14January2008", published in the Official Journal of the Italian Republic, No47 Ordinary Supplement No27 of 26February2009;

Having regard to Directive 89/106/EEC of 21December1988 on the approximation of laws, regulations and administrative provisions of the Member States regarding construction products;

Having regard to Presidential Decree No246 of 21April1993: "Regulation implementing directive 89/106/EEC relating to construction products";

Having regard to (EC) Regulation No305/2011 of the European Parliament and the Council which laying down harmonised conditions for the marketing of construction products and repealing Directive 89/106/EEC of the Council;

Having regard to Presidential Decree No151 of 1August2011: "Rules laying down simplification of regulation of procedures relating to prevention of fires, in accordance with Article 49(4c), of decree-law No78 of 31May2010, converted, with modifications, into law No133 of 30July2010";

Having regard to Decree of the Minister for Home Affairs of 9March2007: "Provision of fire resistance of constructions carrying out activities under the control of the national Body of the fire service", published in the Official Journal of the Italian Republic No74 Ordinary Supplement No87 of 29March2007;

Having regard to Decree of the Minister for Home Affairs of 9May2007: "Directives for the implementation of the engineering approach to fire safety", published in the Official Journal of the Italian Republic, No117 of 22May2007;

Given that the new technical standards for construction, approved with the cited Ministerial Decree of 14January2008, Chapter 1 "Purpose", third paragraph, regarding the application information for obtaining the prescribed provisions, states that for whatever is not expressly specified by the same technical standards for construction, one can refer to regulations of proven validity and to other technical documents listed in Chapter 12 and, in particular, those provided by the Eurocodes with the relevant National Appendices constitute information of proven validity and provide applied systematic support of said standards;

Given that Chapter 12 "Technical References" of the new technical standards for construction, approved with the cited Ministerial Decree of 14January2008, in the first paragraph, which states that unless otherwise specified in the same new technical standards for construction are understood to be coherent with the principles of the same, the information in the structural Eurocodes published by the CEN, with the provisions given in the National Appendices or, failing this, in the international EN format;

Given the cited ministerial Note No617 of 2February2009 as above Public Works, confirming, relating to Chapter 12 of the new technical standards for constructions, approved with the cited Ministerial Decree of 14January2008, which the Structural Eurocodes published by the CEN constitute as an important reference for the application of new technical standards;

Given that for the use of Structural Eurocodes it is therefore necessary for national Parameters regarding the safety levels of the Member States' works to be defined in Technical Appendices;

Given, therefore, that the Eurocodes, with the relative National Appendices, provide applied systematic support of the new technical standards for construction, approved with the cited Ministerial Decree of 14January2008, if expressly referred to or for technical reasons not expressly or completely dealt with by the same, in compliance with the principles and levels of safety of the same new technical standards for construction;

Having regard to the recommendation of the European Commission of 11December2003 relating to the application and use of the Eurocodes for construction work and structural construction products, notified with the Number C(2003)4639, published in the Official Journal of the European Union of 19December2003, Law No332, and in particular Point 2, under which the Member States shall fix parameters of usage in their territory as "parameters specified at national level";

Given that it was decided to establish, under Point 2 of the cited recommendation of 11December2003, the National Appendices which indicate said "parameters specified at national level" of structural Eurocodes with the aim of fully implementing the new technical standards for construction approved with the cited Ministerial Decree of 14January2008;

Having regard to the vote No98 of 24September2010 and No4 of 25February2011 with which the General Assembly of the Executive Council of public works expressed themselves as as in agreement with the Parameters stated in the National Appendices attached to the Eurocodes;

Having regard to the agreement with the Joint Conference of 10May2012, under the cited Articles 54 and 93 of Legislative Decree No112 of 31March1998, and 83 of Presidential Decree No380 of 6June2001;

Having regard to the decree of the Minister for Economic Development and the Minister of Infrastructure and Transport of 13December2011, through which the matters relating to the Minister of Infrastructure and Transport have been delegated to the Under-secretary of State;

Having regard to the Presidential Decree of 19December2011, published in the Official Journal of the Italian Republic, general series, No301 of 28December2011, which attributes the title of Vice Minister to the aforementioned Under-secretary of State:

HEREBY DECREES

SINGLE ARTICLE

The technical Parameters are established as given in the National Appendices to the Eurocodes given in the annexes which form an integral part of the present decree, and whose references are listed in the following table.

EUROCODE

PUBLISHED EACH YEAR

TITLE

NUMBER OF PRESCRIBED NATIONAL PARAMETERS

1

UNI EN 1990

2004

Basis of structural design - Annex A1 application to buildings Annex A2 application to bridges

43

2

UNI EN 1991-1-1

2004

Actions on structures Part 1-1:General actions-Densities, self-weight, imposed loads for buildings

10

3

UNI EN 1991-1-2

2005

Actions on structures Part 1-2:General actions-Actions on structures exposed to fire

10

4

UNI EN 1991-1-3

2005

Actions on structures Part 1-3: General actions-Snow loads

24

5

UNI EN 1991-1-4

2007

Actions on structures Part 1-4: General actions-Wind actions

53

6

UNI EN 1991-1-5

2005

Actions on structures Part 1-5: General actions-Thermal actions

23

7

UNI EN 1991-1-6

2005

Actions on structures Part 1-6: General actions-Actions during execution

23

8

UNI EN 1991-1-7

2006

Actions on structures Part 1-7: Actions in general-Accidental actions

31

9

UNI EN 1991-2

2005

Actions on structures Part 2: Traffic loads on bridges

90

10

UNI EN 1991-3

2006

Actions on structures Part 3:Actions induced by cranes and machinery

7

11

UNI EN 1991-4

2006

Actions on structures Part 4:Actions on silos and tanks

7

12

UNI EN 1992-1-1

2005

Design of concrete structures Part 1-1:General rules and rules for buildings

122

13

UNI EN 1992-1-2

2007

Design of concrete structures Part 1-2:General rules-Structural fire design

16

14

UNI EN 1992-2

2006

Design of concrete structures Part 2:Concrete bridges-Design and detailing rules

35

15

UNI EN 1992-3

2006

Design of concrete structures Part 3:Liquid retaining and containment structures

5

16

UNI EN 1993-1-1

2005

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

25

17

UNI EN 1993-1-2

2005

Design of steel structures Part 1-2:General rules-Structural fire design

5

18

UNI EN 1993-1-3

2007

Design of steel structures Part 1-3:General rules-supplementary rules for cold-formed metals and sheeting

19

19

UNI EN 1993-1-4

2007

Design of steel structures Part 1-4:General rules-supplementary rules for stainless steel

7

20

UNI EN 1993-1-5

2007

Design of steel structures Part 1-5:General rules-Plated structural elements

15

21

UNI EN 1993-1-6

2007

Design of steel structures Part 1-6: Strength and stability of shell structures

17

22

UNI EN 1993-1-7

2007

Design of steel structures Part 1-7: Plated structures subject to out-of-plane loading

1

23

UNI EN 1993-1-8

2005

Design of steel structures Part 1-8:General rules-Design of joints

6

24

UNI EN 1993-1-9

2005

Design of steel structures Part 1-9: Fatigue

11

25

UNI EN 1993-1-10

2005

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

2

26

UNI EN 1993-1-11

2007

Design of steel structures Part 1-11:Design of structures with tension components

16

27

UNI EN 1993-1-12

2007

Design of steel structures Part 1-12:Additional rules for the extension of EN 1993 up to steel grade S700

6

28

UNI EN 1993-2

2007

Design of steel structures Part 2: Steel bridges

56

29

UNI EN 1993-3-1

2007

Design of steel structures Part 3-1:Towers, masts and chimneys- Towers and masts

45

30

UNI EN 1993-3-2

2007

Design of steel structures Part 3-2:Towers, masts and chimneys- Chimneys

19

31

UNI EN 1993-4-1

2007

Design of steel structures Part 4-1:Silos

38

32

UNI EN 1993-4-2

2007

Design of steel structures Part 4-2:Tanks

11

33

UNI EN 1993-4-3

2007

Design of steel structures Part 4-3:Pipelines

8

34

UNI EN 1993-5

2007

Design of steel structures Part 5: Piling

15

35

UNI EN 1993-6

2007

Design of steel structures Part 6:Crane supporting structures

17

36

UNI EN 1994-1-1

2005

Design of composite steel and concrete structures Part 1-1:General rules and rules for buildings

19

37

UNI EN 1994-1-2

2005

Design of steel-concrete composite structures Part 1-2:General rules-Structural fire design

8

38

UNI EN 1994-2

2006

Design of steel-concrete composite structures Part 2:General rules and rules for bridges

15

39

UNI EN 1995-1-1

2005

Design of wooden structures Part 1-1:General rules-Common rules and rules for buildings

12

40

UNI EN 1995-1-2

2005

Design of wooden structures Part 1-2:General rules-Structural fire design

5

41

UNI EN 1995-2

2005

Design of wooden structures Part 2:Bridges

16

42

UNI EN 1996-1-1

2007

Design of brickwork structures Part 1-1:General rules for reinforced and unreinforced masonry structures

19

43

UNI EN 1996-1-2

2005

Design of brickwork structures Part 1-2:General rules-Structural fire design

9

44

UNI EN 1996-2

2006

Design of brickwork structures Part 2:Design considerations, selection of materials and execution of masonry

5

45

UNI EN 1996-3

2006

Design of brickwork structures Part 3:Calculation methods for unreinforced masonry structures

7

46

UNI EN 1997-1

2005

Geotechnical design Part 1:General rules

40

47

UNI EN 1997-2

2007

Geotechnical design Part 2:Ground investigation and testing

0

48

UNI EN 1998-1

2007

Design of structures for seismic resistance Part 1-1:General rules, seismic actions and rules for buildings

56

49

UNI EN 1998-2

2006

Design of structures for seismic resistance Part 2:Bridges

30

50

UNI EN 1998-3

2005

Design of structures for seismic resistance Part 3:Assessment and retrofitting of buildings

8

51

UNI EN 1998-4

2006

Design of structures for resistance in seismic zones Part 4:Silos, tanks and pipelines

10

52

UNI EN 1998-5

2005

Design of structures for seismic resistance Part 5: Foundations, retaining structures and geotechnical aspects

4

53

UNI EN 1998-6

2005

Design of structures for seismic resistance Part 6: Towers, masts and chimneys

7

54

UNI EN 1999-1-1

2007

Design of aluminium structures Part 1-1:General structural rules

26

55

UNI EN 1999-1-2

2007

Design of aluminium structures Part 1-2:General rules-Structural fire design

6

56

UNI EN 1999-1-3

2007

Design of aluminium structures Part 1-3:General rules-Structures susceptible to fatigue

20

57

UNI EN 1999-1-4

2007

Design of aluminium structures Part 1-4:Cold-formed structural sheeting

7

58

UNI EN 1999-1-5

2007

Design of aluminium structures Part 1-5:Shell structures

2

This decree and its attachments are published in the Official Journal of the Italian Republic.

THE VICE MINISTER FOR INFRASTRUCTURE AND TRANSPORT

THE MINISTER OF THE INTERIOR

THE DEPARTMENTAL HEAD OF CIVIL PROTECTION

1/6


The High Council of Public Works

UNI EN 1990:2004

Eurocode 0:General Criteria of structural design

Annex A1 application to buildings

Annex A2 application to bridges

ITALIAN NATIONAL ANNEX

UNI EN 1990:2004

Parameters adopted at national level

to be used in the general criteria of structural design

National annex

UNI-EN-1990 General Criteria of structural design

EN-1990 Basis of structural design

1) Background

This national annex, containing the national parameters to UNI-EN-1990, has been approved by the High Council of Public Works on 24September2010.

2) Introduction

2.1. Scope

This national annex contains in Point 3 the decision on national parameters which shall be prescribed in UNI-EN1990 relating to paragraphs:

A1.1(1) Note

A1.2.1(1) Notes 1 and 2

A1.2.2(1) Note (Table A.1.1 Note)

A1.3.1(1) Note [Table A1.2(A) - Note 1 and 2 -, Table A1.2(B) Notes 1, 2, 3 and 4 - and Table A1.2(C) Note]

A1.1(5) Note

A1.3.2(2) (Table A1.3)

A1.1(2) Note

and national information related to use of informative Annexes B, C and D for buildings and other civil engineering works.

These national decisions, relating to the paragraphs cited above, shall be applied by the use of UNI-EN-1990 in Italy.

2.2. Normative references

This annex shall be considered when using all normative documents which make explicit reference to the UNI-EN-1990 General criteria of structural design, as well as when designing structures involving materials or actions different to those appropriate to the scope and field of application of the EN of EN1991 to EN 1999.

3) National decisions

Paragraph

Reference

National parameter

- value or requirement -

A1.1(1)

Note

The following statement applies:

TYPE

Description

Rated life

(in years)

1

Provisional works Provisional works

Structures in construction phase (1)

10

2

Usual works, bridges, infrastructure works and dams

of small dimensions or normal importance

50

3

Major works, bridges, infrastructure works and dams

of large dimensions or of strategic importance

100

(1) Seismic checks of provisional works or structures in construction phase may be omitted when the foreseen design duration is less than 2 years

A1.2.1(1)

Note 1:

All actions which may occur simultaneously must be considered, without limit in number.

A1.2.1(1)

Note 2:

No modifications are provided for climatic reasons of expressions of combinations of actions from 6.9a to 6.12b, to be used for verification of ultimate limit states, and from 6.14a to 6.16b, to be used for verification of serviceability limit states.

A1.2.1(1)

Note

The values of the recommended coefficients given in Table A1.1 are valid

A1.3.1(1)

Note

There are two coefficients G : G1 and G2 respectively for structural and non-structural permanent loads.

In each verification of the ultimate limit state structural loads are considered as all those deriving from the presence of structures and materials which, in the modelling used, contribute to the behaviour of the work with characteristics of strength and rigidity. In particular, considered within the structural load will be the weight of the soil in verification of slopes and embankments, the force on support structures, etc.

A1.3.1(1)

Table A1.2(A)

Note 1:

The following values are adopted of .

G1

G1

G2

G2

Qj

Qj

fav.

unfav.

fav.

unfav.

fav.

unfav.

EQU

0.9

1.1

0.0

1.5

0.0

1.5

Should permanent non-structural loads be definitely invariable without a new security check, they will be able to adopt the same coefficients valid for permanent structural loads.

Partial coefficients on soil strength are given in EN 1997-1

A1.3.1(1)

Table A1.2(A)

Note 2

Should the static balance verification involve resistance of the structural elements, two separate verifications must be carried out, based on Tables A1.2(A) and A1.2(B). A combined verification is not permitted.

A1.3.1(1)

Table A1.2(B)

Note 1

Expression 6.10 is adopted.

A1.3.1(1)

Table A1.2(B)

Note 2


G1

G1

G2

G2

Qj

Qj

fav.

unfav.

fav.

unfav.

fav.

unfav.

STR

1.0

1.3

0.0

1.5

0.0

1.5

Should permanent non-structural loads be unaffected with certainty failing a new security check, they will be able to adopt the same coefficients valid for permanent structural loads.


A1.3.1(1)

Table A1.2(B)

Note 3

The characteristic values of all actions deriving from a single source are multiplied by G,sup if the effect of the total resulting action is unfavourable and for G,inf if the effect of the total resulting action is favourable. For example, all actions generated by the weight of the structure can be considered as deriving from a single source; this applies even if different materials are involved.

A1.3.1(1)

Table A1.2(B)

Note 4

The reference to Note 4 is deleted.

A1.3.1(1)

Table A1.2(C)

Note


G1

G1

G2

G2

Qj

Qj

fav.

unfav.

fav.

unfav.

fav.

unfav.

GEO

1.0

1.0

0.0

1.3

0.0

1.3

Should permanent non-structural loads be definitely unchanged without a new safety verification, they will be able to adopt the same coefficients valid for permanent structural loads.


A1.3.1(5)

Note

Approach 1 or alternatively approach 2 may be adopted, except in the case of other explicit requirements.

A1.3.2(2)

Table A1.3

(*)

In accidental design situations for the main variable action the semi-permanent value is adopted. In combinations of seismic actions for the main variable action the semi-permanent value is adopted. The combination of seismic actions is valid for verifications of the ultimate limit state of strength, and for verifications of the damage limit state (see EN1998)

A1.4.2(2)

Note

Restrictions are generally reported in the single Eurocodes from EN1992 to EN1999.

National standards implemented by Eurocodes

(p. 7 English text)

Use of informative Annexes B, C and D.

The informative Annexes, containing additional information which does not contradict EN 1990, may be used informatively and only for the scope indicated in the said annex.

UNI-EN-1990 General Criteria of structural design

Annex A2 Application for bridges

EN-1990 Basis of structural design Annex A2 Application for bridges

4) Background

This national annex, containing the national parameters in Annex A2 of UNI-EN-1990, has been approved by the High Council of Public Works on 24September2010.

5) Introduction

2.3. Scope

This national annex contains in Point 3 the decision on national parameters which must be prescribed in Annex A2 of UNI-EN1990 relating to paragraphs:

General paragraphs

A2.1.1(1) NOTE 3

Guide to use of Table 2:1: Rated life

A2.2.1(2) NOTE 1

Combinations regarding actions beyond the scope of EN1991

A2.2.6(1) NOTE 1

Coefficients for combination of activities

A2.3.1(1)

Amendments to the design values of actions for ULS

A2.3.1(5)

Choice between methods 1, 2 or 3.

A2.3.1(7)

Definition of actions arising from the pressure of ice.

A2.3.1(8)

Safety coefficients P for prestressing when not specified in the relevant Eurocodes.

A2.3.1 Table A2.4(A)

NOTES 1 and 2

Safety coefficients for actions.

A2.3.1 Table A2.4(B) - NOTE 1

Choice between the methods proposed in 6.10 and 6.10a/b.


coefficient values and (STR/GEO) (Set B).


coefficient values Sd

A2.3.1 Table A2.4(C)

coefficient values

A2.3.2(1) (Table A2.5)

Choice of values of variable action based on accidental design situations.

A2.3.2 Table A2.5

NOTE

Design values of actions.

A2.4.1(1)

NOTE 1 (Table A2.6)

Alternative values for traffic actions at serviceability limit state.

A2.4.1(1) NOTE 2

Possibility of use of an infrequent combination of actions.

A2.4.1(2)

Requirements regarding SLS (deformation and vibration of road bridges)

Specific paragraphs for road bridges.

A2.2.2 (1)

Possibility of use of an infrequent combination of actions.

A2.2.2(3)

Rules for combination of actions for special vehicles.

A2.2.2(4)

Rules for combination of actions caused by snow and traffic

A2.2.2(6)

Rules for combination of actions caused by snow and thermic effects.

A2.2.6(1) NOTE 2

Coefficient values 1,infq for the infrequent combination.

A2.2.6(1) NOTE 3

Values of actions caused by water.

Specific paragraphs for pedestrian bridges.

A2.2.3(2)

Rules for combination of actions caused by snow and thermic effects.

A2.2.3(3)

Rules for combination of actions caused by snow and traffic

A2.2.3(4)

Rules for combination of climatic actions on covered pedestrian bridges.

A2.4.3.2(1)

Comfort of pedestrian bridges.

Specific paragraphs for railway bridges.

A2.2.4(1)

Rules for combination of actions caused by snow on railway bridges.

A2.2.4(4)

Maximum wind speed compatible with rail traffic.

A2.4.4.1(1)

NOTE 3

Requirements for deformations and vibrations of temporary railway bridges

A2.4.4.2.1(4)P

Peak values of acceleration of railway bridge decks and associated frequency range.

A2.4.4.2.2

Table A2.7 NOTE

Limitations of torsional rotation values of railway bridge decks.

A2.4.4.2.2(3)P

Limitations of total torsional rotation values of railway bridge decks.

A2.4.4.2.3(1)

Limitations of deformation of railway bridges with and without ballast.

A2.4.4.2.3(2)

Limitations of end rotations of railway bridges without ballast.

A2.4.4.2.3(3)

Ultimate limits of end rotations of railway bridges.

A2.4.4.2.4(2) Note

Transverse deflection limits

A2.4.4.2.4(2) Table A2.8 A2.8 NOTE 3

Values of i and ri.

A2.4.4.2.4(3)

Minimum lateral frequency for railway bridges

A2.4.4.3.4(6)

Comfort of passengers on temporary bridges.

and to national information related to use of informative annexes for bridges.

These national decisions, relating to the paragraphs cited above, must be applied by the use of Annex A2 UNI-EN-1990 in Italy.

2.4. Normative references

This annex must be considered when using all normative documents which make explicit reference to Annex A2 in UNI-EN-1990 General criteria of structural design, as well as when designing structures involving materials or actions different to those of the scope and field of application of the ENs from EN1991 to EN 1999.


Paragraph

Reference

National parameter


General paragraphs

A2.1.1(1)

Note 3

The following statement applies:

TYPE

DESCRIPTION

Rated life VN

(in years)

1

Provisional works Provisional works

Structures in construction phase (1)

10

2

Ordinary works, bridges, infrastructure and dams, of small dimensions or normal importance

50

3

Works, bridges, infrastructure works and dams

of large dimensions or strategic importance

100

(1) Seismic checks of provisional works or structures in construction phase may be omitted when the foreseen design duration is less than 2 years

A2.2.1(2)

Note 1

Additional information may be provided for the single design

A2.2.6(1)

Note 1

The recommended values in Table A.2.1 are adopted

A2.3.1(1)

Note

There are two G coefficients: G1 and G2 respectively for structural and non-structural permanent loads.

In each verification of the ultimate limit state structural loads are considered as all those deriving from the presence of structures and materials which, in the modelling used, contribute to the behaviour of the work with characteristics of strength and rigidity. In particular, considered within the structural load shall be the weight of the soil in the verifications on slopes and embankments, the force on support structures, etc.

A2.3.1(5)

Note

Approach 1 or alternatively approach 2 may be adopted, except in the case of other explicit requirements.

A2.3.1(7)

Note

To be defined by the individual design in accordance with EN 1991-1-6, where relevant

A2.3.1(8)

Note

The values of p are to be assumed by the relevant Eurocodes EN 199i

A2.3.1

Table A2.4(A) Notes 1 and 2

The recommended values are adopted in the notes with the following modifications.

G1

G1

G2

G2

B

B

fav.

unfav.

fav.

unfav.

fav.

unfav.

EQU

0.9

1.1

0.0

1.5

0.9

1.5

where B is the partial coefficient for ballast.

Should the permanent non-structural loads (for example permanent carried loads) be fully defined the same valid coefficients may be adopted for permanent actions. The above is not applicable to ballast.

When significant variations in load are foreseen owing to ballast, this must be taken into account explicitly in the individual verifications.


A2.3.1

Table A2.4(B) Note 1

Expression 6.10 is adopted.

A2.3.1

Table A2.4(B)

Note 2


G1

G1

G2

G2

B

B

fav.

unfav.

fav.

unfav.

fav.

unfav.

1.0

1.35

0.0

1.5

1.0

1.5


Q for the loads of railway traffic (groups of loads from 1 to 4 of Table 6.11 of EN1991-2 which has been modified) is equal to 1.45, if unfavourable, or to 0, if favourable.




A2.3.1

Table A2.4(B) - Note 4

The reference to Note 4 is deleted.

A2.3.1

Table A2.4(C)


G1

G1

G2

G2

B

B

fav.

unfav.

fav.

unfav.

fav.

unfav.

1.0

1.0

0.0

1.3

1.0

1.3





A2.3.2(1)

Table A2.5

In accidental design situations the semi-permanent value is adopted for the main variable action. In combinations of seismic actions the semi-permanent value is adopted for the main variable action.

For railway bridges, in combinations of seismic actions a coefficient 2 = 0.2 is considered the semi-permanent value of the materials corresponding to traffic loads.

The combination of seismic activity is valid both for ultimate limit state verifications of strength, and for damage limit state verifications (see EN1998)

A2.3.2

Table A2.5 - Note

The recommended value = 1 is adopted.

A2.4.1(1)

Table A2.6 Note 1

The recommended values = 1 are adopted.

A2.4.1(1)

Note 2

Verifications with infrequent combinations are not required.

A2.4.1(2)

Note

To be defined by the individual design.

Specific paragraphs for road bridges.

A2.2.2 (1)

Note


A2.2.2(3)

Note

To be defined by the individual design in accordance with EN 1991-2

A2.2.2(4)

Note

Actions due to snow and traffic are not combined, except for covered bridges.

A2.2.2(6)

Note

Actions caused by wind and thermic effects are combined.

A2.2.6(1)

Note 1

Recommended values with F*w=0Fwk are adopted. Wind action on bridge load is determined considering an exposed surface of vehicles of a height of 3m from the road surface.

A2.2.6(1)

Note 2


A2.2.6(1)

Note 3

Actions of hydraulic origin must be defined for the individual design.

Specific paragraphs for pedestrian bridges.

A2.2.3(2)

Note

Actions caused by wind and thermic effects are combined.

A2.2.3(3)

Note

No specific rules are provided.

A2.2.3(4)

Note

Reference is made, as recommended, to combinations of actions similar to those for buildings (Annex A1) adopting the coefficients in Table A2.2..

A2.4.3.2(1)

Note

Recommended maximum acceleration values are adopted.

Specific paragraphs for railway bridges.

A2.2.4(1)

Note

Snow and traffic are not combined.

A2.2.4(4)

Note

Additional limitations are not provided (a wind action 0Fwk must be considered)

A2.4.4.1(1)

Note 3


A2.4.4.2.1(4)P

Note

Recommended values for peak acceleration are adopted.

A2.4.4.2.2

Table A2.7 - Note

Recommended t values are adopted.

A2.4.4.2.2(3)

Note

The value tT = 6mm/3m is adopted.

A2.4.4.2.3(1)

Note


A2.4.4.2.3(2)

Note


A2.4.4.2.3(3)

Note


A2.4.4.2.4(2)

Note


A2.4.4.2.4(2)

Table A2.8 Note 3

The recommended values of i and ri are adopted.

A2.4.4.2.4(3)

Note

The recommended value fh0=1.25Hz is adopted.

A2.4.4.3(6)

Note




UNI EN 1991-1-1:2004

Eurocode 1:Actions on structures

Part 1-1: Actions in general Densities, self-weight, imposed loads for building


to UNI EN 1991-1-1:2004


to be used for actions on buildings

National Annex

UNI EN 1991-1-1 Eurocode 1 - Action on structures Part 1-1: Actions in general - Densities, self-weight, imposed loads for building

EN 1991-1-1 Eurocode 1 Actions on structures Part 1-1: General actions

Densities, self-weight, imposed loads for building

1) Background

This national annex, containing the Nationally Determined Parameters (NPDs) for UNI-EN-1991-1-1, was approved by the High Council of Public Works on 24September2010.

2) Introduction

2.1Scope

this national annex contains, in Point 3, the decision on national parameters which must be prescribed in UNI-EN 1990, relating to the following paragraphs:

2.2 (3)

5.2.3 from (1) to (5)

6.2.2(1)

6.3.1.1(1)P - Table 6.1

6.3.1.2(1)P - Table 6.2

6.3.1.2 (10) and (11)

6.3.2.2(1)P - Table 6.4

6.3.3.2(1)P - Table 6.8

6.3.4.2 - Table 6.10

6.4(1)P - Table 6.12

These national decisions, relating to the paragraphs cited above, must be applied in Italy by the use of UNI-EN 1991-1-1.

2.2 Normative references

the present annex must be considered when using normative documents which refer to UNI-EN 1991-1-1: Actions on structures

Part 1-1 Actions in general Densities, self-weight, imposed loads for building


National Parameter Reference Section


2.2(3)No additional statement

5.2.3from (1) to (5)No value and no additional statement

6.2.2(1)No additional statement

6.3.1.1(P)Table 6.1Cat. B - Buildings: subdivided into B1 (private buildings) and B2 (buildings open to the public)

Cat. C3-C5: Categories C3 to C5 are consolidated

6.3.1.2(P)Table 6.2In Cat. A, a distinction is made between internal stairs to residential or commercial units, and communal stairs, incorporated in Cat. C2

The following values are adopted:

Cat.qk (kN/m2)Qk (kN)

A2.02.0

B1 private buildings2.02.0

B2 buildings open to the public3.02.0

C13.02.0

C24.04.0

C3-C55.05.0

D14.04.0

D25.05.0

6.3.1.2(10) (11)The recommended values are adopted for A and n

6.3.2.2(1)PTable 6.4qk 6.00 kN/m2 Qk = 6.00 kN

6.3.3.2(1)Table 6.8The following values are adopted:


F2.52 x 10.0

F5.02 x 50.0

6.3.4.2(1)Table 6.9Cat. H: lofts which are not accessible are added

Other Cats.: no amendments

6.3.4.2(1)Table 6.10The following values are adopted:


H0.5 1.2

6.4(1)Table 6.12The following values are adopted:

Cat.qk (kN/m)

A1.0

B1,B2, C11.0

C22.0

C3-C53.0

D1, D22.0

E1, E21.0 (*)

F, G1.0 (**)

(*) Does not include any horizontal actions which may be performed by absorbed materials.

(**) For parapets or partitions in pedestrian areas. The actions performed on barriers by vehicles are indicated in Annex B of EN 1991-1-1.



UNI EN 1991-1-2:2005


Parts 1-2: General actions-Actions on structures exposed to fire


to UNI EN 1991-1-2:2005


to be used for structures exposed to fire

NATIONAL ANNEX

UNI-EN1991-1-2: Eurocode 1: Actions on structures Parts 1-2: General actions Actions on structures exposed to fire

EN 1991-1-2 Eurocode 1: Actions on structures Parts 1-2: General actions Actions on structures exposed to fire

1.BACKGROUND

This national annex contains the national parameters in the UNI-EN-1991-1-1 and was approved by the High Council of Public Works on 24September2010.

2.INTRODUCTION

2.1.Scope

This national annex contains in Point 3 the Decisions on National Parameters which must be prescribed in UNI-EN1990, relating to the following paragraphs:

2.4 (4) note 1

2.4 (4) note 2

3.1 (10)

3.3.1.2 (1) note 1

3.3.1.3 (1)

3.3.2(2)

4.2.2(2)

4.3.1(2)

Said National Decisions, relating to the paragraphs cited above, must be observed when UNI-EN 1991-1-2 is used in Italy.

2.2.Normative references

This annex should be kept in mind when using all the normative documents explicitly referred to in UNI-EN 1991-1-1 Actions on structures Part 1-2: General actions Actions on structures exposed to fire

3. NATIONAL DECISIONS

Listed below are the national parameters which must be adopted by use of Eurocode UNI-EN 1991-1-2.

Paragraph

Reference

National parameter - value or requirement -

2.4 (4)

Note 1

The time period specified is provided in the national fire prevention regulations given by the Minister for Home Affairs for constructions where activities take place which are under the control of the National Body of Firefighters or regulated by specific technical fire prevention rules.

2.4 (4)

Note 2

Limited time periods are provided in the Annex to the Decree of the Minister for Home Affairs on 9March2007, Point 4.2 for constructions where activities take place which are under the control of the National Body of Firefighters or regulated by specific technical fire prevention rules.

3.1 (10)

Note

Both of the methods stated in Point 3.2 and 3.3 are permissible.

For constructions where activities take place which are under the control of the National Body of Firefighters or regulated by specific technical fire prevention rules, further information is contained in the Decree of the Minister for Home Affairs of 9March2007 with reference to the nominal temperature-time curve and in the Decree of the Minister for Home Affairs of 9March2007 with reference to the use of natural fire models.

3.3.1.2 (1)

Note 1

No specific information is provided.

3.3.1.3 (1)

Note 1

Various methods of proven validity may be used, for the calculation of thermic actions consequent to localised fires. A simplified method is provided in Annex C.

3.3.2(2)

Note

In the case of models for a zone, two zones or of computational fluid dynamics, various methods may be used, of proven validity, for the calculation of thermic action for analysis of temperature. A method is provided in Annex D.

4.2.2(2)

Note

No specific information is provided.

4.3.1(2)

Note

The recommended value 2,1 Q1 is adopted.

Use of information annexes

Annexes A, B, C and D retain an informative nature.

Annex E is not adopted for Points E1 and E2, but the additional information contained in the notes to this national annex is adopted. Points E3 and E4 of Annex E may be used for information purposes and only within the scope indicated in the same points.

Annex F is not adopted.

NOTES - ADDITIONAL INFORMATION ON THE SPECIFIC FIRE LOAD

E.1 Details

These notes conform to the notes on the decree of the Minister for Home Affairs of 9March2007.

(1) The density of fire load used in calculations corresponds to a design value, based on measurements or, in special cases, on fire resistance requirements indicated in national regulations.

(2) The design value may be determined:

- from a national classification of fire loads based on the intended use, and/or

- specifically for a single design, through an analysis of the fire loads.

(3)The design value of the fire load qf,d is defined as follows:

q f,d = q f q1 q2 n [MJ/m2](E.1)

where:

q1 is the factor which takes account of the risk of a fire starting in relation to the dimensions of the compartment (see next Statement E.1);

q2 is the factor which takes account of the risk of a fire starting in relation to the type of activity carried out in the compartment (see next Statement E.1);

is the factor which takes account of the different protection measures (see next Statement E.2);

q f is the nominal value of the specific fire load per unit of floor area [MJ/m2] (see for example the next Statement E.4).

Statement E.1 Factors q1, q2

Gross floor area of the compartment (m2)

q1

q2

Risk class

A < 500

1.00

0.80

Areas which present a low fire risk in terms of probability of ignition, speed of flames spreading and possibility of the emergency services controlling the fire

500 TO < 1000

1.20

1000 TO < 2500

1.40

1.00

Areas which present a moderate fire risk in terms of probability of ignition, speed of flames spreading and possibility of the emergency services controlling the fire

2500 TO < 5000

1.60

5000 TO < 10000

1.80

1.20

Areas which present a high fire risk in terms of probability of ignition, speed of flames spreading and possibility of the emergency services controlling the fire

TO < 10000

2.00

Statement E.2 Factors ni

ni, Function of protection measures

Automatic extinguishing systems

Automatic smoke and heat evacuation systems

Automatic detection, signalling and fire alarm systems

Professional team dedicated to firefighting[footnoteRef:1] [1: Those responsible must have obtained the certification of technical suitability as stated in Article 3 of Law No609 of 28November1996, following a type C training course as stated in Annex IX of the ministerial decree of 10March1998.]

Anti-incendiary water supply

Protected access routes

Access to fire engines

to water

other

internal

internal and external

n1

n2

n3

n4

n5

n6

n7

n8

n9

0.60

0.80

0.90

0.85

0.90

0.90

0.80

0.90

0.90

Those responsible must have obtained the certification of technical suitability as stated in Article 3 of Law No609 of 28November1996, following a type C training course as stated in Annex IX of the ministerial decree of 10March1998.

E.2 Determining the density of fire load

E.2.1 Details

(1) The fire load is determined by taking into account all combustible contents of the building and all parts of the construction which may burn, also including finishes and installations. Combustible parts which do not char during the fire need not be considered.

The contribution to the determination of density of fire load of timber structures is determined by taking into account the information provided by the Ministry for Home Affairs for the activities under the control of the National Body of Firefighters or regulated by specific technical fire prevention rules.

(2) To determine the volume of fire load it is possible to operate:

- through a classification of fire load depending on the intended use (see the following Point E.2.5) and/or

- through specific designs (see the following Point E.2.6).

(3) If the density of fire load is determined through classification of the fire load in relation to the intended use, the following must be taken into account:

- the fire load of the intended use, provided by the classification,

- the fire load of the building (construction elements, installations and finishes), which is not generally included in the classification and as such must be assessed with reference to the following points, where applicable.

E.2.2 Definitions

(1) The nominal fire load is defined in the form:

Qfi = Mi Hui mi i = Q fi, i [MJ](E.2)

where:

Mi is the amount of combustible material [kg], in accordance with (3) and (4);

Hui is the net heating value[MJ/kg], (see the following Point E.2.4 );

mi is the factor for assessing the participation in combustion of x-th combustible material, (see E.3 of Annex E of EN1991-1-2);

i is the factor for assessing fire loads with safeguarding, (see the following Point E.2.3).

(2) The specific nominal fire load qf per unit of area is defined as:

q f = Q fi / Af [MJ/m2](E.3)

where:

Af is the floor area of the compartment or the space referenced

(3) Permanent fire loads, which are not expected to undergo changes in the course of the service life of the structure, are introduced with their expected value resulting from a detailed analysis.

(4) Variable fire loads, which may change during the service life of the structure, are represented by values, which it is not expected will be exceeded for 80% of the time.

E.2.3 Protected fire load

(1) Fire loads in containers which are designed to survive exposure to fire are not to be considered in the calculation.

(2) To fire loads in non-combustible containers which remain intact for the period of exposure, the value i may be adopted, as follows:

0 for materials contained in containers specially designed for fire resistance;

0.85 for materials contained in non-combustible containers which are not specially designed for fire resistance;

1 in all other cases.

E.2.4 Net heating value

(1) Net heating values are determined according to EN ISO 1716:2002.

(2) The humidity content of materials can be taken into account as follows:

Hu = Hu0 (1 - 0.01 u ) - 0.025 u[MJ/kg](E.4)

where:

u is the express humidity content as a percentage compared with dry weight;

Hu0 is the net heating value of dry material.

(3) Heating values of some solids, liquids and gases are indicated in the following Statement E.3.

Statement E.3 Net heating values Hu [MJ/kg] of combustible materials for the calculation of fire loads

Solids

Timber

17.5

Other cellulose materials

- clothes

- cork

- cotton

- paper, cardboard

- silk

- straw

- wool

20

Carbon

- anthracite

- charcoal

- coal

30

Chemical products

Paraffin

- methane

- ethane

- propane

- butane

50

Olefins

- ethylene

- propylene

- butene

45

Aromatic compounds

- benzene

- toluene

40

Alcohol

- methanol

- ethanol

- ethyl alcohol

30

Combustibles

- petrol, paraffin

- gasoline

45

Plastics from pure hydrocarbons

- polyethylene

- polystyrene

- polypropylene

40

Other products

ABS (plastic)

35

Polyester (plastic)

30

Polyisocyanurate and polyurethane (plastic)

25

Polyvinyl chloride,PVC (plastic)

20

Bitumen, asphalt

40

Skin

20

Linoleum

20

Pneumatics

30

NOTEThe values provided in this statement are not applicable for calculating energy content of fuels.

E.2.5 Classification of fire loads for intended use

(1) Fire load densities are classified based on their intended use, the compartment area, and are included as nominal fire load density q f [MJ/m2], as indicated in the following Statement E.4.

Statement E.4 Density of nominal fire loads q f [MJ/m2] for different intended uses

Intended use

Mean

80% Fractile

Housing

780

948

Hospital (room)

230

280

Hotel (room)

310

377

Library

1500

1824

Office

420

511

Class in a school

285

347

Shopping centre

600

730

Theatre (cinema)

300

365

Transport (public area)

100

122

NOTEGumbel distribution is spaced by 80% fractile.

(2) Specific fire load values provided in Statement E.4 are valid if the factor q2 is equal to 1.0 (see previous Statement E.1).

(3) Fire loads provided in the previous Statement E.4 are valid for "ordinary" compartments in relation to intended use indicated in the statement. Special volumes are considered in accordance with the previous Point E.2.2.

(4) Fire loads of the construction itself (construction elements, fittings, fixtures) are determined in accordance with the previous Points E.2.1 and E.2.2.

E.2.6 Individual assessment of fire load density

(1) In the absence of classes of intended use, fire load densities can be specifically determined by individual designs, carrying out a reconnaissance of the fire loads present in relation to the intended use.

(2) Fire loads and their timely provision are assessed considering the intended use, installations and furnishings, variations in time, unfavourable situations and possible changes in intended use.



UNI EN 1991-1-3:2005


Parts 1-3: General actions

Snow loads


to UNI EN 1991-1-3:2005


to be used for snow loads of structures

National annex

UNI EN 1991-1-3 Eurocode 1 Action on structures Parts 1-3: Snow loads

EN 1991-1 Eurocode 1: Actions on structures Parts 1-3: General actions Snow loads

1)Background

This national annex, containing the nationally determined parameters present in UNI-EN-1991-1-3, was approved by the High Council of Public Works on 24September2010.

2)Introduction

2.1Scope

This National annex contains in Point 3 the decisions on national parameters which must be prescribed in UNI-EN 1991-1-3, relating to the following paragraphs:

1.1 (2)

1.1 (3)

1.1 (4)

2 (3)

2 (4)

3.3 (1)

3.3 (3)

4.1 (1)

4.1 (2)

4.2 (1)

4.3 (1)

5.2 (2)

5.2 (5)

5.2 (6)

5.2 (7)

5.2 (8)

5.3.3(4)

5.3.4(3)

5.3.4(4)

5.3.5(1)

5.3.5(3)

5.3.6(1)

5.3.6(3)

6.2 (2)

6.3 (1)

6.3 (2)

A(1) (through Table A1)

These national decisions, relating to the paragraphs cited above, shall be applied by the use of UNI-EN 1991-1-3 in Italy.

Normative references

This Annex must be kept in mind when using all the normative documents explicitly referred to in UNI-EN 1991-1-3 "Actions on structures Part 1-3: Snow loads".

3)National decisions

Paragraph

Reference

National parameter


1.1 (2)

Note

For altitudes greater than 1500m a.s.l. local climate and exposure conditions must be referred to, using load values which are not lower than those provided by the quota of 1500m.

1.1 (3)

Note

Case A in Table A.1 is applied for the entire national territory

1.1 (4)

Note

Use of Annex B is not accepted

2 (3)

Note

The case of accidental snow actions does not apply in Italy

2 (4)

Note

The case of accidental accumulations of snow does not apply in Italy

3.3 (1)

Note 2

The case of accidental conditions does not apply in Italy

3.3 (3)

Note 2

The case of accidental conditions does not apply in Italy

4.1 (1)

Note 1

The minimum characteristic values of snow load on the ground are given in the following map.

Zone I Alpine

Aosta, Belluno, Bergamo, Biella, Bolzano, Brescia, Como, Cuneo, Lecco, Pordenone, Sondrio, Turin, Trento, Udine, Verbania, Vercelli, Vicenza:

qsk = 1.50 kN/m2 as 200 m

Zone I Mediterranean

Alexandria, Ancona, Asti, Bologna, Cremona, Forl-Cesena, Lodi, Milan, Modena, Novara, Parma, Pavia, Pesaro and Urbino, Piacenza, Ravenna, Reggio Emilia, Rimini, Treviso, Varese:

qsk = 1.50 kN/m2 as 200 m

Zone II

Arezzo, Ascoli Piceno, Bari, Campobasso, Chieti, Ferrara, Florence, Foggia, Genoa, Gorizia, Imperia, Isernia, La Spezia, Lucca, Macerata, Mantova, Massa Carrara, Padua, Perugia, Pescara, Pistoia, Prato, Rovigo, Savona, Teramo, Trieste, Venice, Verona:

qsk = 1.00 kN/m2 as 200 m

Zone III

Agrigento, Avellino, Benevento, Brindisi, Cagliari, Caltanisetta, Carbonia-Iglesias, Caserta, Catania, Catanzaro, Cosenza, Crotone, Enna, Frosinone, Grosseto, LAquila, Latina, Lecce, Livorno, Matera, Medio Campidano, Messina, Naples, Nuoro, Ogliastra Olbia-Tempio, Oristano, Palermo, Pisa, Potenza, Ragusa, Reggio Calabria, Rieti, Rome, Salerno, Sassari, Siena, Syracuse, Taranto, Terni, Trapani, Vibo Valentia, Viterbo:

qsk = 0.60 kN/m2 as 200 m

4.1 (1)

Note 2

The map of characteristic snow load on the ground is based on the map in Annex C, for Alpine and Mediterranean regions

4.1 (2)

Note 1

No further information is required

4.2 (1)

Note

The recommended values in Table 4.1 are adopted.

4.3 (1)

Note

The case of accidental accumulations of snow does not apply in Italy

5.2 (2)

Note

Use of Annex B is not permitted

5.2 (5)

Note 2

No additional information

5.2 (6)

Note


5.2 (7)

Note

The values of coefficients of exposure Ce, for various topographic conditions, are the following:

wind beaten Ce = 0.9

normal Ce = 1.0

repaired Ce = 1.1

5.2 (8)

Note 1

The recommended value Ct = 1.0 is adopted

5.3.3(4)

Note

The use of alternative load distribution is not accepted

5.3.4(3)

Note


5.3.4(4)

Note

For 1 o 2 > 60 the value of 2 may not be less than 2=1.6

5.3.5(1)

Note 1

The recommended value is adopted for the upper limit of coefficient 3 = 2.0 as indicated in Figure 5.5

5.3.5(3)

Note

The use of alternative load distribution is not accepted

5.3.6(1)

Note 1

The recommended values for limits in change to coefficient w are adopted: 0.8 w 4.0

5.3.6(3)

Note


6.2 (2)

Note


6.3 (1)

Note

Use is permitted for quotes greater than 800m a.s.l.

6.3 (2)

Note

The recommended values are adopted for k = 3/d, with k d

A(1)

Table A.1 Note 1

Case A is applied

A(1)

Table A.1 Note 2

Cases B2 and B3 are not applied

4)Non-contradictory additional information

Until the physical map of snow is available the administrative subdivision indicated in Point 3.4.2 is valid.



UNI EN 1991-1-4:2007

Eurocode 1: Actions on structures

Parts 1-4: General actions Wind actions


to UNI EN 1991-1-4:2007


to be used for wind actions on structures

National Annex

UNI-EN 1991-1-4 Eurocode 1 Action on structures Parts 1-4: General actions - Wind actions

EN 1991-1-4 Eurocode 1 Actions on structures Part 1-4: General Actions Wind Actions

1) Background

This national annex, containing the national parameters in the UNI-EN-1991-1-4, was approved by the High Council of Public Works on 24September2010.

2) Introduction

2.1. Scope

This national annex contains in Point 3 the decisions on national parameters which must be prescribed in UNI-EN 1990-1-4, relating to the following paragraphs:

1.1 (11) Note 17.1.2 (2) Note8.1 (1) Notes 1 and 2

1.5 (2) Note7.1.3 (1) Note8.1 (4) Note

4.1 (1) Note7.2.1 (1) Note 28.1 (5) Note

4.2 (1) P Note 27.2.2 (1) Note8.2 (1) Note 1

4.2 (2) P Notes 1, 2, 3 and 57.2.2 (2) Note 18.3 (1) Note

4.3.1 (1) Notes 1 and 27.2.3 (2) Note8.3.1 (2) Note

4.3.2 (1) Note7.2.3 (4) Note 18.3.2 (1) Note

4.3.2 (2) Note7.2.4 (1) Note8.3.3 (1) Note 1

4.3.3 (1) Note7.2.4 (3) Note8.3.4 (1) Note 1

4.3.4 (1) Note7.2.5 (1) Note8.4.2 (1) Note 1

4.3.5 (1) Note7.2.5 (3) Note A.2 (1) Note

4.4 (1) Note 27.2.6 (1) Note E.1.3.3 (1) Note

4.5 (1) Notes 1 and 27.2.6 (3) Note E.1.5.1 (1) Notes 1 and 2

5.3 (5) Note7.2.8 (1) NoteE.1.5.1 (3) Note

6.1 (1) Note7.2.9 (2) NoteE.1.5.2.6 (1) Note 1

6.3.1 (1) Note 37.2.10 (3) Notes 1 and 2 E.1.5.3 (2) Note 1

6.3.2 (1) Note7.3 (6) Note E.1.5.3 (4) Note

7.4.1 (1) NoteE.1.5.3 (6) Note

7.4.3 (2) NoteE.3 (2) Note

7.6 (1) Note 1

7.7.(1) Note 1

7.8 (1) Note

7.9.2 (2) Note

Table 7.14 Note

7.10 (1) Note 1

7.11 (1) Note 2

7.13 (1) Note

7.13 (2) Note

These national decisions, relating to the paragraphs cited above, must be applied for the use of UNI-EN 1991-1-4 in Italy.

2.2) Normative references

This Annex must be kept in mind when using all the normative documents explicitly referred to in UNI-EN 1991-1-4 "Actions on structures Parts 1-4: General actions Wind actions."

3). National decisions

Paragraph

Reference

National parameter


1.1 (11)

Note 1


1.5 (2)

Note


4.1 (1)

4.2 (1)P

4.2 (2)P

Note

Note 2

Note 1

The value vb,0 through which we arrive, with application of the Formulas (4.1) and (4.3), at vm(z) is obtained through the following procedure:

In the absence of specific and appropriate statistical investigations vb,0 is given by the expression:

for as a0

for a0 as 1500 m

where:

, a0, ka are given in Table N.A.1 depending on the zone, defined in Figure N.A.1, where the construction stands;

asis the altitude above sea level (in metres) of the site of the construction.

Figure N.A.1

For altitudes greater than 1500m above sea level local climate and exposure conditions may be referred to, using however speed values which are not lower than those provided by the quota of 1500m.

Zone

Description

(m/s)

a0

k0 (1/s)

1

Valle d'Aosta, Piemonte, Lombardia, Trentino Alto Adige, Veneto, Friuli Venezia Giulia (with the exception of the prov. of Trieste)

25

1000

0.010

2

Emilia Romagna

25

750

0.015

3

Tuscany, Marche, Umbria, Lazio, Abruzzo, Molise, Campania, Puglia, Basilicata, Calabria (with the exception of the prov. of Reggio Calabria)

27

500

0.020

4

Sicily and prov. of Reggio Calabria

28

500

0.020

5

Sardinia (area to the east of the line joining Cape Teulada with the island of La Maddalena)

28

750

0.015

6

Sardinia (area to the west of the line joining Cape Teulada with the island of La Maddalena)

28

500

0.020

7

Liguria

28

1000

0.015

8

Province of Trieste

30

1500

0.010

9

Islands (with the exception of Sicily and Sardinia) and open water

31

500

0.020

Table N.A.1

4.2 (2)P

Note 2

The recommended value cdir = 1 is adopted.

4.2 (2)P

Note 3

The recommended value cseason = 1 is adopted.

4.2 (2)P

Note 5

For return periods of between 5 and 50 years, the values K=0.20 and n=0.5 are adopted; for return periods between 50 and 1000 years, the values K=0.138 and n=1 are adopted.

4.3.1(1)

Note 1

The recommended value c0 = 1 is adopted failing any different information in Paragraph 4.3.3.

4.3.1(1)

4.3.2 (1)

Note 2

Note

The value vm(z) is given by the expression (4.3). For cr(z) the Formula 4.4 is adopted where the parameters kr(z), z0 and zmin are given in Table N.A.2 according to the category of exposure of the site of the construction. This category is assigned through the diagrams in Figure N.A.2., according to the geographic position of the site and the class of roughness of terrain in Table N.A.3.

Categories of exposure

kr

z0(m)

zmin(m)

I

0.17

0.01

2

II.

0.19

0.05

4

III.

0.20

0.10

5

VI

0.22

0.30

8

R

0.23

0.70

12

(*Category II in Zone 8Category III in Zone 7) (sea) (coast) (coast) (sea) (ZONE 7,8) (ZONE 6) (*Category III in Zone 2,3,4,5Category IV in Zone 1) (*Category II in Zone 1,2,3,4*Category II in Zone 5) (sea) (coast) (coast) (sea) (ZONE 9) (ZONES 1,2,3,4,5)

Figure N.A.2.

Table N.A.3

Roughness class

Description

A

Urban areas where at least 15% of the land is covered by buildings of an average height greater than 15 m

B

Urban areas (not Class A), suburbs, industrial areas and wooded land.

C

Areas scattered with obstacles (trees, houses, walls, fences, ......); areas with roughness not attributable to Classes A, B and D.

D

Areas free from obstacles (open countryside, airports, agricultural areas, pastures, wetlands or sandy areas, snowy or icy areas, seas, lakes, .....)

Assignment of roughness class does not depend on the plate structure of the land. So that a construction can be placed in Class A or B, the area distinguishing the classes must continue around the construction for not less than 1km and not less than 20 times the height of the construction. Where there are doubts about the roughness class, in the absence of detailed analysis, the least favourable class will be assigned.

zmax = 200m is assumed as recommended.

4.3.2(2)

Note

Further to these recommendations (Annex A2) other procedures may be used.

4.3.3(1)

Note

The recommended procedure given in Annex A.3 is adopted.

4.3.4(1)

Note


4.3.5(1)

Note


4.4 (1)

Note 2

The recommended value k1=1.0 is adopted.

4.5 (1)

Note 1

The recommended expression is adopted (4.8).

4.5 (1)

Note 2

The recommended value = 1.25 kg/m3 is adopted.

5.3 (5)

Note


6.1 (1)

6.3.1(1)

Note

Note 3

The coefficient cscd (not separated into the two coefficients cs and cd) is calculated according to the procedure in Annex B.

6.3.2(1)

Note

The method in Annex B is adopted.

7.1.2(2)

Note

The recommended procedure is adopted.

7.1.3(1)

Note


7.2.1(1)

Note 2

The recommended procedure is adopted in Figure 7.2.

7.2.2(1)

Note

The recommended procedure for using construction height as the height of reference is adopted.

7.2.2(2)

Note 1

The recommended values are adopted in Table 7.1.

7.2.3(2)

Note

The recommended areas are adopted.in Figure 7.6.

7.2.3(4)

Note 1


7.2.4(1)

Note

The recommended areas are adopted in Figure 7.7.

7.2.4(3)

Note

The recommended values are adopted in Table 7.3a and in Table 7.3b.

7.2.5(1)

Note

The recommended areas are adopted in Figure 7.8.

7.2.5(3)

Note

The recommended values are adopted in Table 7.4a and in Table 7.4b.

7.2.6(1)

Note

The recommended areas are adopted.in Figure 7.9.

7.2.6(3)

Note


7.2.8(1)

Note

The recommended values are adopted in Figure 7.11 and 7.12.

7.2.9(2)

Note


7.2.10 (3)

Notes 1 and 2


7.3 (6)

Note

The position recommended is adopted as the centre of pressure in Figure 7.16.

7.4.1(1)

Note


7.4.3(2)

Note

The recommended value e = 0.25b is adopted.

7.6 (1)

Note 1

The recommended values are adopted in Figure 7.24.

7.7 (1)

Note 1

The recommended value cf,0 = 2 is adopted.

7.8 (1)

Note


7.9.2(2)

Note


7.10 (1)

Note 1

The recommended values are adopted in Figure 7.30.

7.10 (1)

Note 2


7.13 (1)

Note


7.13 (2)

Note

The recommended values are adopted in Table 7.16 and Figure 7.36.

8.1 (1)

Note 1


8.1 (1)

Note 2


8.1 (4)

Note

v*b,0 = 0.9 vb,0 is used.

8.1 (5)

Note

v**b,0 = vb,0 is used.

8.2 (1)

Note 1

No specific procedure is provided.

8.3 (1)

Note

No additional information, please refer to the application of Section 7.4.

8.3.1(2)

Note

No additional information.

8.3.2(1)

Note


8.3.3(1)

Note 1

The recommended value is adopted.

8.3.4(1)

Note 1

The recommended values are adopted.

8.4.2(1)

Note 1

No simplified rules are provided.

ANNEX A, B, C, D, E, F

Annexes A, B, C, D, E and F may be used for informative purposes and only in the scope indicated in the same, as they contain additional information which does not contradict EN 1991-1-4.



UNI EN 1991-1-5:2005


Parts 1-5: General actions Thermic actions


to UNI EN 1991-1-5:2005


to be used for thermic actions on structures

National Annex

UNI-EN 1991-1-5 Eurocode 1 Actions on structures Parts 1-5: General actions Thermic actions

EN 1991-1-5 Eurocode 1 Actions on structures Parts 1-5: General actions Thermal actions

1) Background


2) Introduction

2.1. Scope

This national annex contains in Point 3 the decisions on national parameters which must be prescribed in UNI-EN 1990-1-5, relating to the following paragraphs:

5.3(2) (Tables 5.1, 5.2 and 5.3)6.2.1(1)P (Note)

6.1.1 (1) (Note 1)6.2.2(1) (Note)

6.1.2(2) (Note)6.2.2(2) (Note 1)

6.1.3.1(4) (Note)7.2.1(1) P (Note)

6.1.3.2(1)P (Note)7.5(3) (Note 1)

6.1.3.3(3) (Note 2)7.5(4) (Note)

6.1.4(3) (Note)A.1(1) (Notes 1 and 2)

6.1.4.1(1) (Note)A.1(3) (Note)

6.1.4.2(1) (Note 1)A.2(2) (Note 1)

6.1.4.3(1) (Note)B(1) (Tables B.1, B.2 and B.3)

6.1.4.4(1) (Note)

6.1.5(1) (Note 1)

6.1.6(1) (Note)

These national decisions, relating to the paragraphs cited above, must be applied for the use of UNI-EN 05/01/1991 in Italy.


This Annex must be kept in mind when using all the normative documents explicitly referred to in UNI-EN 1991-1-5 "Actions on structures Parts 1-5: General actions Thermic actions."

3)National decisions

Paragraph

Reference

National parameter


5.3 (2)

Tables 5.1, 5.2 and 5.3

Tint=T1=T2=20C

Tmax = 45C, Tmin = -15C.

For surfaces exposed to the North-East is assumed:

T3= 0C, T4 = 2C, T5 = 4C.

For surfaces exposed to the South-West is assumed:

T3= 18C, T4 = 30C, T5 = 42C.

T6= 8C, T7 = 5C, T8 = -5C, T9 = -3C.

6.1.1(1)

Note 1

No additional information is provided

6.1.2(2)

Note

Approach 1 is used.

6.1.3.1 (4)

Note

The recommended values in Figure 6.1 are adopted for the values of Te.min and Te.max.

6.1.3.2(1)P

7.2.1(1) P

A.1(1)

Note

Note

Note 1

Map of the maximum air temperature in the shade, at sea level (Tmax).

Map of the minimum air temperature in the shade, at sea level (Tmin).

6.1.3.3 (3)

Note 2


6.1.4(3)

Note

For the initial temperature difference the value T = 15C is assumed.

6.1.4.1 (1)

Note

For the values of TM,heat and TM,cool the recommended values in Table 6.1 are adopted.

6.1.4.2 (1)

Note 1

Since Approach 1 is used, Point 6.1.4.2 is not applied.

6.1.4.3 (1)

Note

For the temperature difference in the east the value T = 5C is adopted.

6.1.4.4 (1)

Note

For the temperature difference the value T = 15C is adopted.

6.1.5(1)

Note 1

The recommended values, N = 0.35; M = 0.75 are adopted.

6.1.6(1)

Note


6.2.1(1) P

Note

No specific procedure is provided, the recommended procedure is used.

6.2.2(1)

Note

The recommended value, T = 5C is adopted.

6.2.2(2)

Note 1


7.5 (3)

Note 1


7.5 (4)

Note


A.1(1)

Note 2

For the purpose of evaluating the air temperature in the shade in areas away from the sea, the Italian territory is subdivided into 4 climate zones:

Zone I (Valle dAosta, Piemonte Lombardia, Emilia Romagna, Veneto, Friuli Venezia Giulia, Trentino Alto Adige);

Zone II (Liguria, Tuscany, Umbria, Lazio, Sardinia, Campania, Basilicata);

Zone III (Marche, Abruzzo, Molise, Puglia);

Zone IV (Calabria, Sicily).

Italian climate zones.

The minimum temperature Tmin,h and maximum temperature Tmax,h of the air to the quota h (in m) at sea level can be evaluated using the following reports:

Zone I

Tmin,h = Tmin 4.38 h/1000

Tmax,h = Tmax 6.16 h/1000

Zone II



Zone III



Zone IV



A.1(3)

Note

The value T0 = 15C is adopted.

A.2(2)

Note 1


B(1)

Table B.1, B.2 and B.3.

For T the recommended values in Table B.1, B.2 and B.3 are adopted.

Annex C

Use of informative Annex C is permitted.

Annex D

Use of informative Annex D is permitted.



UNI EN 1991-1-6:2005


Parts 1-6: General actions Actions during execution


to UNI EN 1991-1-6:2005


to be used for actions during execution

National Annex

UNI EN 1991-1-6 Eurocode 1 Action on structures Part 1-6: General actions- Actions during execution

EN 1991-1-6 Eurocode 1 Actions on structures Part 1-6: General actions Actions during execution

1) Background

This national annex, containing the Nationally Determined Parameters (NPDs) for UNI-EN-1991-1-6, was approved by the High Council of Public Works on 25February2011.

2) Introduction

2.1Scope

This national annex contains, in Point 3, the decision on national parameters which must be prescribed in UNI-EN 1991-1-6, relating to the following paragraphs:

1.1 (3)

2 (4)

3.1 (1)P

3.1(5) NOTE 1

3.1(5) NOTE 2

3.1 (7)

3.1(8) NOTE 1

3.3 (2)

3.3 (6)

4.9(6) NOTE 2

4.10(1)P

4.11.1(1) Table 4.1

4.11.2(2)

7.11 (1) NOTE 2

4.12(2)

4.12(3)

4.13(2)

Annex A1 A1.1(1)

Annex A1 A1.3(2)

Annex A1 A1.3(1)

Annex A2 A2.4(2)

Annex A2 A2.4(3)

These national decisions, relating to the paragraphs cited above, must be applied in Italy for the use of UNI-EN 1991-1-6.


This annex must be kept in mind when using all the normative documents explicitly referred to in UNI-EN 1991-1-6 Actions on structures Parts 1-6: General actions Actions during execution.


Paragraph

Reference

National parameter


1.1

(3)


2.2

(4) Note 1


3.1

(1)


3.1

(5) Note 1

Recommended values are adopted, with the following amendment: use of return periods of less than 5 years is not permitted.

3.1

(5) Note 2

There is no minimum value prescribed to wind speed

3.1

(7)

In normal conditions construction loads caused by personnel must not be combined with snow and wind loads.

For construction loads such as storage of materials, etc., effects of snow and wind actions must be assessed with particular attention to interactions of these last with the structure being executed with the completed part.

3.1

(8) Note 1


3.3

(2)


3.3

(6)


4.9

(6) Note 2


4.10

(1)


4.11.1

(1) Table 4.1

The recommended values are used.

4.11.2

(1) Note 2

The recommended values in Table 4.2 are adopted. The use of different load patterns, sufficiently justified, is permitted.

4.12

(1)P Note 2

Where any dynamic effects are relevant, specific additional verifications will be carried out with dynamic amplification factors of static loads equal to 2.0. See also EN 1991-1-7.

4.12

(2)


4.12

(3)

The example values shown are adopted

4.13

(2)

See the National Annex in EN 1998-1.

Annex A

Annex A retains an informative nature

Annex A1 A1.1

(1)

Recommended values are adopted (0=1.0 2=0.2)

Annex A1 A1.3

(2)


Annex A2 A2.3

(1)

The recommended values are adopted as minimum values

Annex A2 A2.4

(2)


Annex A2 A2.4

(3)

Use of this paragraph is permitted, by adopting the recommended value for x

Annex A2 A2.5

(2)

The recommended value is adopted, see additional information

Annex A2 A2.5

(3)

The values obtained from specific tests must be used

Annex B

Annex B retains an informative nature



UNI EN 1991-1-7:2006


Parts 1-7: General actions Accidental actions


to UNI EN 1991-1-7:2006


to be used for accidental actions

National Annex

UNI-EN 1991-1-7 Eurocode 1 Actions on structures Parts 1-7: General actions Accidental actions

EN 07/01/1991 Eurocode 1 Actions on structures Parts 1-7: General actions Accidental actions

1) Background


2) Introduction

2.1. Scope

This national annex contains, in Point 3, the decision on national parameters which must be prescribed in UNI-EN 1991-1-7, relating to the following paragraphs:

2 (2)4.4 (1)4.6.1(3) Note 1

3.1(2) Note 44.5(1)4.6.2(1)

3.2(1) Note 34.5.1.2(1) Notes 1 and 24.6.2(2)

3.3(2)P Notes 1, 2 and 34.5.1.4(1)4.6.2(3) Note 1

3.4(1) Note 44.5.1.4(2)4.6.2(4)

3.4(2) 4.5.1.4(3) 4.6.3(1)

4.1(1) Note 14.5.1.4(4)4.6.3(3)

4.1(1) Note 34.5.1.4(5)4.6.3(4)P

4.3.1(1) Notes 1, 2 and 34.5.1.5(1)4.6.3(5) Note 1

4.3.1(2) 4.5.2(1)5.3 (1)P

4.3.1(3) 4.5.2(4)A.4 (1)

4.3.2(1) (Note)A.1(1) (Notes 3 and 4)

4.3.2(2)

4.3.2(3)

These national decisions, relating to the paragraphs cited above, shall be applied for the use of UNI-EN 1991-1-7 in Italy.


This Annex must be kept in mind when using all the normative documents explicitly referred to in UNI-EN 1991-1-7 "Actions on structures Parts 1-7: General actions Accidental actions."

3). National decisions

Paragraph

Reference

National parameter


2 (2)

Note


3.1 (2)

Note 4


3.2 (1)

Note 3


3.3 (2)

Note 1

The model of distributed load and recommended value is accepted

3.3 (2)

Note 2

The limit of acceptability of the total collapse, caused by the removal of a pillar, column or panel, is equal to the lesser of 100 m2 and 15% of the surface of each of the two contiguous floors, supported by the removed vertical element

3.3 (2)

Note 3

The strategy in Point A.4 of Annex A is followed, depending on the consequence class, with the following amendment: for consequence Class 3 structures, further to than that which is provided for structures in consequence Class 2, deeper analysis must be carried out, which may also include risk analysis.

3.4 (1)

Note 4

The following classification, not intended to be exhaustive, is adopted, and must be accompanied by a case-by-case assessment.

Consequence class

Examples of classification of structures

CC1

Constructions where people are only occasionally present, agricultural buildings.

CC2 low risk

Constructions used for normal levels of people, without contents which are a danger to the environment and without essential public and social functions. Industries with activities which are not a danger to the environment. Bridges, structures, road networks which do not fall into higher consequence Classes.

CC2 high risk

Constructions used by significant amounts of people. Industries with activities which are a danger to the environment. Non-urban road networks which do not fall into Consequence Class 3. Bridges and rail networks whose interruption may cause emergency situations.

CC3

Constructions with important public or strategic functions, also with reference to the management of civil protection in case of disaster. Industries with activities which are a particular danger to the environment. Bridges and rail networks of critical importance for maintenance of communication channels.

3.4 (2)

Note


4.1 (1)

Note 1


4.1 (1)

Note 3


4.3.1(1)

Note 1

In the absence of more accurate determinations and overlooking the structure's capacity of loss, the equivalent static forces are those shown in the table:

STREET TYPE

VEHICLE TYPE

FORCE Fd,x (kN)

Motorways, non-urban roads

-

1000

Local roads

-

750

Urban roads

-

500

Parking areas and garages

Automobiles

50

Vehicles intended for transport of goods, with a maximum weight greater than 3.5 t

150

Fd,y may be assumed equal to 50% of Fd,x

4.3.1(1)

Note 2

No additional information, see also Annex C.

4.3.1(1)

Note 3


4.3.1(2)

Note

In the verifications 2 actions may be considered, not simultaneously, in parallel (Fd,x) and perpendicular (Fd,y) directions to the normal driving direction.

4.3.1(3)

Note

For automobile impacts the recommended conditions are accepted.

For impacts involving vehicles other than automobiles, the recommended conditions are accepted except for the height of the application of force resulting from collision with the road surface, which is assumed to be equal to 1.25m.

4.3.2(1)

Note 1

The equivalent static actions reported in Table 4.2 are adopted.

4.3.2(1)

Note 3

The recommended values are accepted.

4.3.2(1)

Note 4

The recommended value is accepted.

4.3.2(2)

Note

The recommended procedure is accepted.

4.3.2(3)

Note

The recommended procedure is accepted.

4.4 (1)

Note

In constructions where forklifts are regularly present a horizontal static action can be considered equivalent to accidental impacts, applied to the height of 0.75m from the floor, equal to

F = 5 W

when W is the total weight of the forklift and the maximum transportable load.

4.5 (1)

Note


4.5.1.2 (1)

Note 1


4.5.1.2 (1)

Note 2


4.5.1.4 (1)

Note

In the absence of specific risk analyses the following equivalent static actions, variable according to the distance "d" of the exposed elements from the axis of the track, may be adopted:

Distance "d" of the exposed elements from the track axis

(m)

Force Fdx

(kN)

Force Fdy

(kN)

d 5.0m

4000

1500

5 < d 15m

2000

750

D > 15m

0

0

These forces must not be considered as simultaneous agents.

4.5.1.4 (2)

Note

No reduction in impact actions is provided.

4.5.1.4 (3)

Note

The recommended value is used.

4.5.1.4 (4)

Note

No reduction in impact actions is provided.

4.5.1.4 (5)

Note


4.5.1.5 (1)

Note


4.5.2(1)

Note


4.5.2(4)

Note

The recommended values are used

4.6.1(3)

Note 1

The classification of Table C.4 in Annex C is accepted.

4.6.2(1)

Note


4.6.2(2)

Note

The recommended value is used

4.6.2(3)

Note 1

The indicated values are used

4.6.2(4)

Note

The indicated value is used

4.6.3(1)

Note

The values in Table C.4 in Annex C are accepted.

Relative values for boats of different mass may be obtained through linear interpolation.

4.6.3(3)

Note

The recommended value is used

4.6.3(4) P

Note

The recommended values are used

4.6.3(5)

Note 1

The value of 10% is used.

5.3 (1)P

Note

The procedure for natural gas explosions contained in Annex D is used.

A.4(1)

Note 1


Annex A

Use of informative Annex A is permitted.

Annex B

Use of informative Annex B is permitted.

Annex C

Use of informative Annex C is permitted.

Annex D

Use of informative Annex D is permitted.



UNI EN 1991-2:2005


Part 2 Traffic load on bridges


to UNI EN 1991-2:2005


to be used for traffic loads on bridges

National Annex

UNI-EN-1991-2 Eurocode 1 Actions on structures Part 2 Traffic loads on bridges

EN-1991-2 Eurocode 1 Action on structures Part 2 Traffic loads on bridges

1) Background

This national annex, containing the national parameters to UNI-EN-1990, has been approved by the High Council of Public Works on 24September2010.

2) Introduction

2.1. Scope

This national annex contains in Point 3 the decision on national parameters which shall be prescribed in UNI-EN1991-2 relating to paragraphs:

Section 1 Details

1.1(3) Further rules for retaining walls, underground structures and tunnels.

Section 2 Classification of actions

2.2.(2) Note 2 Use of infrequent load values for road bridges

2.3(1) Definition of adequate protections against collision

2.3(4) Rules concerning collision forces of various origins

Section 3 Design situations

3(5) Rules for bridges subject to road and rail traffic

Section 4 Road traffic actions and other specific actions for road bridges

4.1(1) Note 2 Road traffic actions for spread loads of a length greater than 200 m

4.1(2) Note 1 Specific load models for bridges with vehicle weight limitation

4.2.1(1) Note 2 Definition of further load models

4.2.1(2) Note 2 Definition of models of special vehicles

4.2.3(1) Established pavement height

4.3.1(2) Note 2 Use of model LM2

4.3.2(3) Notes 1 and 2 F

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