CEN/TC 135

Date: 2024-06

prEN 1090‑4:2024

Secretariat: SN

Execution of steel structures and aluminium structures — Part 4: Technical requirements for cold-formed structural steel elements and cold-formed structures for roof, ceiling, floor and wall applications

Ausführung von Stahltragwerken und Aluminiumtragwerken — Teil 4: Technische Anforderungen an tragende, kaltgeformte Bauelemente aus Stahl und tragende, kaltgeformte Bauteile für Dach-, Decken-, Boden- und Wandanwendungen

Exécution des structures en acier et des structures en aluminium — Partie 4: Exigences techniques pour éléments et structures en acier formés à froid pour applications en toiture, plafond, paroi verticale et plancher

CCMC will prepare and attach the official title page.

Contents Page

European foreword 7

1 Scope 8

2 Normative references 10

3 Terms, definitions, symbols and abbreviations 13

3.1 Terms and definitions 13

3.2 Symbols and abbreviations 15

4 Specifications and documentation 17

4.1 Execution Specification 17

4.1.1 General 17

4.1.2 Execution specification of the manufacturer 17

4.1.3 Installation specification of the installer 17

4.1.4 Execution classes 17

4.1.5 Structural classes 18

4.1.6 Layout drawings 18

4.1.7 Geometrical tolerances 19

4.2 Installation quality documentation 19

4.2.1 General 19

4.2.2 Content of the installation quality documentation 19

4.3 Installation documentation 20

4.4 Detailed traceability documentation 20

4.5 Safety of the installation works 20

5 Products 20

5.1 General 20

5.2 Identification, inspection documents and traceability 20

5.3 Materials 21

5.4 Thickness tolerances 23

5.5 Minimum nominal sheet thicknesses 23

5.5.1 Profiled sheeting 23

5.5.2 Structural members 24

5.6 Geometrical tolerances 24

5.7 Mechanical fasteners 25

5.7.1 General 25

5.7.2 Type of fasteners and materials 25

5.8 Accessories 26

5.9 Surface protection 26

5.10 External fire performance for profiled sheeting as an outer layer of roofs 26

5.11 Reaction to fire 27

5.12 Resistance to fire 27

5.13 Release of dangerous substances 27

5.14 Lightning protection 27

6 Manufacturing 27

6.1 General 27

6.2 Identification 27

6.3 Cold forming 28

6.4 Cutting 28

6.4.1 General 28

6.4.2 Shearing and nibbling 28

6.4.3 Thermal cutting 28

6.5 Holing 28

6.5.1 General 28

6.5.2 Execution of punching 28

7 Welding 29

7.1 General 29

7.2 Welding of the longitudinal weld seam of cold-formed closed and hollow sections 29

7.3 Welding at the construction site 30

8 Mechanical fastening 30

8.1 General 30

8.2 Use of self-tapping and self-drilling screws 31

8.3 Use of blind rivets 31

8.4 Use of cartridge fired pins 32

8.5 Attachment of cold-formed structural members and profiled sheeting to the supporting member 32

8.5.1 Types of connections and attachments 32

8.5.2 Attachment of profiled sheets to the supporting member transverse to the direction of span 32

8.5.3 Attachment of profiled sheeting to supports parallel to the direction of profiled sheeting’s span 34

8.5.4 Supporting member made of metal 34

8.5.5 Supporting member made of timber or other wood-based materials 34

8.5.6 Supporting member made of concrete or masonry 34

8.6 Connecting profiled sheeting 35

8.7 Edge distances and spacing of fasteners for profiled sheeting 35

8.7.1 General 35

8.7.2 Edge spacings of webs of trapezoidal profiled sheeting and liner tray profiles 35

9 Installation 36

9.1 General 36

9.2 Site conditions 36

9.3 Training/instruction of installation personnel 36

9.4 Inspection of preceding works 37

9.5 Layout drawing 37

9.6 Tools required 37

9.7 Safety on site 37

9.8 Inspection of packaging and contents 37

9.9 Storage 37

9.10 Damaged structural members and profiled sheeting and connecting devices 38

9.11 Unloading, lifting gear/slings/straps 38

9.12 Laying 39

9.13 Direction of lay 39

9.14 Maintaining the cover width during installation 39

9.15 Condition after installation (swarf from drilling, fouling of surface, protective film wrap) 39

9.16 Inspection after installation 39

9.17 Diaphragms 39

9.18 Protection against lightning 40

10 Surface protection 40

10.1 Corrosion protection 40

10.1.1 General 40

10.1.2 Carbon steels 41

10.1.3 Stainless steels 41

10.1.4 Combination of metallic materials 41

10.2 Cleaning and maintenance 42

10.2.1 Organic coated products 42

10.2.2 Metallic coated products 42

10.2.3 Stainless steel 42

11 Geometrical tolerances 42

11.1 General 42

11.2 Tolerance types 43

11.3 Essential tolerances 43

11.3.1 General 43

11.3.2 Manufacturing tolerances 43

11.3.3 Installation tolerances 44

11.4 Functional tolerances 44

12 Inspection, testing and correction 44

12.1 General 44

12.2 Structural members, profiled sheeting and fasteners 44

12.2.1 General 44

12.2.2 Non-conforming products 44

12.3 Manufacturing: geometrical dimensions of manufactured structural members and profiled sheeting 44

12.3.1 General 44

12.3.2 Profiled sheeting 45

12.3.3 Members 45

12.4 Inspection of the installed structure 46

12.5 Inspection of fastening 46

12.5.1 Self-tapping and self-drilling screws 46

12.5.2 Blind rivets 46

12.5.3 Cartridge fired pins 46

12.5.4 Bolted Connections 46

13 Deconstruction 47

13.1 General 47

13.2 Deconstruction process 47

Annex A (normative) Basic requirements for profiled sheeting 49

A.1 General 49

A.2 Supporting members 51

A.2.1 Materials 51

A.2.2 Shear forces/fixed points 52

A.3 Edges of laying area 52

A.3.1 Longitudinal decking edge trims 52

A.3.2 Weakening of the cross section 53

A.3.3 Reinforcements and double layers 53

A.3.4 Avoidance of ice damming 54

A.4 Building physics requirements 54

A.4.1 General 54

A.4.2 Water permeability 54

A.4.3 Thermal insulation 55

A.4.4 Avoidance of condensation/moisture protection 55

A.4.5 Airborne sound insulation (Rw) 55

A.4.6 Sound absorption (αw) 56

A.4.7 Protection against lightning 56

A.5 Roof drainage 56

Annex B (normative) Additional design requirements for profiled sheeting 58

B.1 General 58

B.2 Serviceability 58

B.3 Widths of supports 58

B.4 Supports made of concrete or masonry 59

B.5 Walkability 61

B.5.1 Walkability during installation 61

B.5.2 Walkability and access after installation 61

B.6 Cantilevers 61

B.7 Effective load width 62

B.7.1 Effective load width for non-composite slabs under point or line loads 62

B.7.2 Load dispersal by means of other structural members 62

Annex C (normative) Installation records 63

Annex D (normative) Geometrical tolerances 64

D.1 General 64

D.2 Essential and functional manufacturing tolerances – Cold-formed profiled sheeting 64

D.3 Essential and functional manufacturing tolerances – Cold-formed members including custom cold rolled closed and hollow sections 70

D.3.1 Press braked or folded members 70

D.3.2 Roll-formed members 71

D.4 Essential manufacturing tolerances – Punched holes 71

Annex E (normative) Corrosion protection by metallic coating with or without organic coatings 72

E.1 Corrosion protection 72

E.2 Suitability of corrosion protection 76

E.2.1 Selection 76

E.2.2 Examination of suitability (initial inspection) 82

E.2.3 Monitoring 84

E.2.4 Galvanic corrosion 85

Annex F (normative) Additional information 88

F.1 List of required additional information 88

F.2 List of additional information if not otherwise specified 89

Bibliography 90

European foreword

This document (prEN 1090‑4:2025) has been prepared by Technical Committee CEN/TC 135 “Execution of steel structures and aluminium structures”, the secretariat of which is held by SN.

This document is currently submitted to the CEN Enquiry.

This document will supersede EN 1090‑4:2018.

This document includes the following significant technical changes with respect to EN 1090‑4:2018:

— Fundamental revision of the standard and adaptation to the current state of science and technology.

This document is part of the EN 1090 series, which comprises the following parts:

— EN 1090‑1, Execution of steel structures and aluminium structures — Part 1: Assessment and verification of constancy of performance for structural components

— EN 1090‑2, Execution of steel structures and aluminium structures — Part 2: Technical requirements for steel structures

— EN 1090‑3, Execution of steel structures and aluminium structures — Part 3: Technical requirements for aluminium structures

— EN 1090‑4, Execution of steel structures and aluminium structures — Part 4: Technical requirements for cold-formed structural steel elements and cold-formed structures for roof, ceiling, floor and wall applications

— EN 1090‑5, Execution of steel structures and aluminium structures — Part 5: Technical requirements for cold-formed structural aluminium elements and cold-formed structures for roof, ceiling, floor and wall applications

This document specifies requirements for the execution, i.e. the manufacture and the installation, of cold-formed structural steel members and profiled sheeting and cold-formed structures for roof, ceiling, floor, wall and cladding applications.

This document applies to structures designed according to the EN 1993 series.

This document applies to structural members and profiled sheeting designed according to EN 1993‑1‑3.

This document can be used for structures designed according to other design rules provided that conditions for execution comply with them and any necessary additional requirements are specified.

This document also specifies requirements for the execution i.e. the manufacture and the installation of structures made from cold-formed profiled sheeting for roof, ceiling, floor and wall applications under predominately static loading or seismic loading conditions and their documentation.

This document covers structural profiled sheeting of Structural Class I and II and structural profiled sheeting in Structural Class III according to EN 1993‑1‑3 used in structures.

NOTE 1 In National Annexes of EN 1993‑1‑3 specifications can be given regarding the use of the Structural Classes.

This document covers structural members of all structural classes according to EN 1993‑1‑3.

Structural profiled sheeting is understood here to be:

— profiled sheet, such as trapezoidal, sinusoidal or liner trays (Figure 1).

Structural members are understood here to be:

— members (linear profiled cross sections) that are produced by cold forming (Figure 2).

This document also covers:

— not welded built-up sections (Figure 2d);

— cold-formed closed and hollow sections including the welding of the longitudinal seam (Figure 2b and Figure 2c), not covered by EN 10219‑1;

— perforated, punctured and micro profiled sheeting and members;

The welding of built-up sections are not covered. The welding provisions are given in EN 1090‑2.

This document also covers spacer constructions between the outer and inner or upper and lower skins for roofs, walls and ceilings made from cold-formed profiled sheeting and the connections and attachments of the afore mentioned elements as long as all has a structural purpose.

This document covers steel profiled sheeting for composite floors, e.g. during installation and in stage of pouring concrete.

This document also covers the deconstruction of structures made from cold-formed profiled sheeting and structural members for roof, ceiling, floor and wall applications.

Composite structural members where the interaction between dissimilar materials are an integral part of the structural behaviour such as sandwich panels and composite floors are not covered by this document.

This document does not cover the necessary analyses and detailing and execution rules for thermal insulation, moisture protection, noise control and fire protection.

This document does not cover regulations of roof cladding and wall cladding, produced by traditional plumber methods or tinsmith methods.

This document does not cover detailed requirements for water tightness or air permeability resistance and thermal aspects of profiled sheeting.

NOTE 2 The structures covered in this document can be for example.

— single- or multi-skin roofs, whereby the load-bearing structure (lower skin) or the actual roof covering (upper skin) or both consist of cold-formed structural members and profiled sheeting;

— single- or multi-skin walls whereby the load-bearing structure (inner skin), the actual cladding (outer skin) or both consist of cold-formed structural members and profiled sheeting, or

— trusses from cold-formed members.

NOTE 3 Structures can consist of an assembly of structural members and profiled sheeting made of steel according to EN 1090‑4 and of aluminium according to EN 1090‑5.

Figure 1 — Examples of profiled sheeting

	b) closed cross sections
a) single open cross sections	c) hollow sections
d) built-up sections

Figure 2 — Examples of members

The following documents are referred to in the text in such a way that some or all of their content constitutes requirements of this document. For dated references, only the edition cited applies. For undated references, the latest edition of the referenced document (including any amendments) applies.

CEN/TS 1187, Test methods for external fire exposure to roofs

EN 508‑3, Roofing and cladding products from metal sheet — Specification for self-supporting products of steel, aluminium or stainless steel sheet — Part 3: Stainless steel

EN 1090‑1, Execution of steel structures and aluminium structures — Part 1: Requirements for conformity assessment of structural elements

EN 1090‑2:2018+A1:2014, Execution of steel structures and aluminium structures — Part 2: Technical requirements for steel structures

EN 1990, Eurocode - Basis of structural and geotechnical design

EN 1993‑1‑3:2024, Eurocode 3 — Design of steel structures — Part 1-3: General rules — Supplementary rules for cold-formed members and sheeting

EN 1995‑1‑1, Eurocode 5: Design of timber structures - Part 1-1: General - Common rules and rules for buildings

EN 10143, Continuously hot-dip coated steel sheet and strip - Tolerances on dimensions and shape

EN 10152, Electrolytically zinc coated cold rolled steel flat products for cold forming - Technical delivery conditions

EN 10162:2003, Cold rolled steel sections — Technical delivery conditions — Dimensional and cross-sectional tolerances

EN 10169:2022, Continuously organic coated (coil coated) steel flat products — Technical delivery conditions

EN 10204, Metallic products — Types of inspection documents

EN 10346, Continuously hot-dip coated steel flat products for cold forming — Technical delivery conditions

EN 13501‑5, Fire classification of construction products and building elements - Part 5: Classification using data from external fire exposure to roofs tests

EN 13523‑1, Coil coated metals - Test methods - Part 1: Film thickness

EN 13523‑6, Coil coated metals - Test methods - Part 6: Adhesion after indentation (cupping test)

EN 13523‑7:2021, Coil coated metals — Test methods — Part 7: Resistance to cracking on bending (T-bend test)

EN 13523‑8, Coil coated metals - Test methods - Part 8: Resistance to salt spray (fog)

EN 13523‑10, Coil coated metals - Test methods - Part 10: Resistance to fluorescent UV radiation and water condensation

EN 13523‑19, Coil coated metals - Test methods - Part 19: Panel design and method of atmospheric exposure testing

EN 13523‑21, Coil coated metals - Test methods - Part 21: Evaluation of outdoor exposed panels

EN 13523‑26, Coil coated metals - Test methods - Part 26: Resistance to condensation of water

EN 15048‑1:2016, Non-preloaded structural bolting assemblies - Part 1: General requirements

EN 62305‑3:2011, Protection against lightning - Part 3: Physical damage to structures and life hazard (IEC 62305-3)

EN 62561‑1, Lightning Protection System Components (LPSC) - Part 1: Requirements for connection components (IEC 62561 1)

EN ISO 717‑1, Acoustics - Rating of sound insulation in buildings and of building elements - Part 1: Airborne sound insulation (ISO 717-1)

EN ISO 1461, Hot dip galvanized coatings on fabricated iron and steel articles - Specifications and test methods (ISO 1461)

EN ISO 2081, Metallic and other inorganic coatings - Electroplated coatings of zinc with supplementary treatments on iron or steel (ISO 2081)

EN ISO 2409, Paints and varnishes - Cross-cut test (ISO 2409)

EN ISO 2808, Paints and varnishes - Determination of film thickness (ISO 2808)

EN ISO 2810, Paints and varnishes - Natural weathering of coatings - Exposure and assessment (ISO 2810)

EN ISO 4042, Fasteners - Electroplated coating systems (ISO 4042)

EN ISO 4136, Destructive tests on welds in metallic materials - Transverse tensile test (ISO 4136)

EN ISO 4628‑2, Paints and varnishes - Evaluation of degradation of coatings - Designation of quantity and size of defects, and of intensity of uniform changes in appearance - Part 2: Assessment of degree of blistering (ISO 4628-2)

EN ISO 4628‑3, Paints and varnishes - Evaluation of degradation of coatings - Designation of quantity and size of defects, and of intensity of uniform changes in appearance - Part 3: Assessment of degree of rusting (ISO 4628-3)

EN ISO 4628‑4, Paints and varnishes - Evaluation of degradation of coatings - Designation of quantity and size of defects, and of intensity of uniform changes in appearance - Part 4: Assessment of degree of cracking (ISO 4628-4)

EN ISO 4628‑5, Paints and varnishes - Evaluation of quantity and size of defects, and of intensity of uniform changes in appearance - Part 5: Assessment of degree of flaking (ISO 4628-5)

EN ISO 4628‑8, Paints and varnishes - Evaluation of degradation of coatings - Designation of quantity and size of defects, and of intensity of uniform changes in appearance - Part 8: Assessment of degree of delamination and corrosion around a scribe or other artificial defect (ISO 4628-8)

EN ISO 5173, Destructive tests on welds in metallic materials - Bend tests (ISO 5173)

EN ISO 6270‑1, Paints and varnishes - Determination of resistance to humidity - Part 1: Condensation (single-sided exposure) (ISO 6270-1)

EN ISO 6507 (all parts), Metallic materials — Vickers hardness test (ISO 6507)

EN ISO 8492, Metallic materials - Tube - Flattening test (ISO 8492)

EN ISO 8493, Metallic materials - Tube - Drift-expanding test (ISO 8493)

EN ISO 9227, Corrosion tests in artificial atmospheres - Salt spray tests (ISO 9227)

EN ISO 11654, Acoustics - Sound absorbers for use in buildings - Rating of sound absorption (ISO 11654:1997)

EN ISO 12944‑2, Paints and varnishes - Corrosion protection of steel structures by protective paint systems - Part 2: Classification of environments (ISO 12944-2)

EN ISO 12944‑4, Paints and varnishes - Corrosion protection of steel structures by protective paint systems - Part 4: Types of surface and surface preparation (ISO 12944-4)

EN ISO 12944‑6, Paints and varnishes - Corrosion protection of steel structures by protective paint systems - Part 6: Laboratory performance test methods (ISO 12944-6)

EN ISO 12944‑7, Paints and varnishes - Corrosion protection of steel structures by protective paint systems - Part 7: Execution and supervision of paint work (ISO 12944-7)

EN ISO 15613, Specification and qualification of welding procedures for metallic materials - Qualification based on pre-production welding test (ISO 15613)

EN ISO 17639, Destructive tests on welds in metallic materials - Macroscopic and microscopic examination of welds (ISO 17639)

EN ISO 17872:2019, Paints and varnishes — Guidelines for the introduction of scribe marks through coatings on metallic panels for corrosion testing (ISO 17872:2019)

ASTM D 5796, Standard Test Method for Measurement of Dry Film Thickness of Thin Film Coil-Coated Systems by Destructive Means Using a Boring Device

For the purposes of this document, the following terms and definitions apply.

ISO and IEC maintain terminology databases for use in standardization at the following addresses:

— ISO Online browsing platform: available at https://www.iso.org/obp/

— IEC Electropedia: available at https://www.electropedia.org/

3.1.1

component I

component (usually the profiled sheeting) that is facing the head of the fastener (the swage head in the case of blind rivets)

3.1.2

component II

second component of a connection (usually the supporting member)

3.1.3

decking

load bearing profiled sheeting to support

EXAMPLE Insulation and outer skin.

3.1.4

decking edge trim

fold added to the free end of an outstand plane element to restrain that element for local buckling and to ensure the geometry under access loads

3.1.5

edge trim

load-bearing flashings around a perimeter of a composite steel deck to retain the wet concrete during casting

3.1.6

fastening

fastener and the process of fastening and the final connected components

3.1.7

flashing

non-load bearing element, for example accessories and coverings in the areas of the skirting, eaves, gable end, ridge and corners

3.1.8

layout drawing

drawing showing the position of structural components and installation details

3.1.9

liner tray

profiled sheet with large lipped edge stiffener, suitable for interlocking with adjacent liner trays to form a plane of ribbed profiled sheeting that is capable of supporting a parallel plane of profiled sheeting

3.1.10

member

linear profiled cross sections (structural element with cross-sectional dimensions much smaller than its length)

Note 1 to entry: This is a narrower definition of the term member than the one given in EN 1990.

3.1.11

penetration

opening in the decking made on-site

3.1.12

restraint

restriction of the lateral or rotational movement, or the torsional or warping deformation, of a member or element, that increases its buckling resistance to the same extent as a rigid support

3.1.13

saddle washer

oversized gasket that is adapted to the respective profile shape and are made of aluminium, steel or stainless steel with a seal bonded to it and an adapted corrosion protection to that of the profiled sheeting which can be used when profiled sheeting are connected via its top flange

Note 1 to entry: The corrosion protection is adapted to that of the profiled sheeting.

Note 2 to entry: Saddle washer can be used when attaching profiled sheeting via its top flange.

Note 3 to entry: As an example, a figure of a saddle washer is given in EN 1993‑1‑3:2024, Table 11.16.

3.1.14

structural cold-formed component

load-bearing element made from steel sheet by cold rolling or press braking

3.1.15

tolerance

difference between the upper limit of size and the lower limit of size

Note 1 to entry: Tolerance is an absolute value without sign.

[SOURCE: ISO 6707-1:2020, 3.1.1, Note 2 and 3 are deleted.]

3.1.15.1

essential tolerance

basic limit for a geometrical tolerance necessary to satisfy the design assumptions for structures in terms of mechanical resistance and stability

3.1.15.2

functional tolerance

geometrical tolerance, which might be required to meet a function other than mechanical resistance and stability, e.g. appearance or fit up

3.1.15.3

special tolerance

geometrical tolerance which is not covered by the tabulated types or values of tolerances given in this document, and which needs to be specified in a particular case

3.1.15.4

manufacturing tolerance

permitted range in the size of a dimension of a component resulting from component manufacture

3.1.16

trimmer

beam around an opening in a floor or roof or wall

For the purposes of this document, the following symbols and abbreviations apply.

Indices

The necessary information and technical requirements for execution of each part of the works (manufacturing and installation) shall be agreed and complete before commencement of execution of that part of the works.

There shall be procedures for making alterations to previously agreed execution specification.

The execution specification shall consider such of the following items as are relevant:

a) additional information, as listed in Annex F;

b) execution classes, see 4.1.4;

c) structural classes, see 4.1.5;

d) tolerance classes, see 4.1.7;

e) preparation grades, if relevant, see EN 1090‑2.

An installation specification consists of layout drawings and details, based on structural design and shall consider such of the following items as relevant:

a) additional information, as listed in Annex F;

b) execution classes, see 4.1.4;

c) structural classes, see 4.1.5;

d) technical requirements regarding the safety of the works, see 4.5 and 9.7;

e) preparation grades, if relevant, see EN 1090‑2;

f) tolerance classes, see 4.1.7.

An installation specification that has not been prepared by the installer shall be checked by the installer for completeness and feasibility. Incomplete layout drawings or details that cannot be installed, shall be rejected or corrected by mutual agreement.

NOTE The responsibilities between the parties involved can be regulated by member states.

Four execution classes 1 to 4, denoted EXC1 to EXC4, are given, for which requirement strictness increases from EXC1 to EXC4.

The execution specification and the installation specification shall specify the relevant execution class or classes.

NOTE The requirements for the selection of execution classes are given in EN 1993‑1‑1:2022, Annex A.

The list of requirements related to execution classes is given in EN 1090‑2.

Members and profiled sheeting complying with this document may be used for EXC1 to EXC3. In this document for profiled sheeting there is no differentiation in requirements between execution classes. EN 1090‑2 does not apply.

Structural classes shall be specified in the layout drawings, the design brief, and in the operations and maintenance manual.

NOTE 1 In the design of structures a distinction is made between various “structural classes”, based on the level of contribution of cold-formed steel members and profiled sheeting to the strength and stability of the overall structure or that of individual structural components. These structural classes are associated with different requirements in the applicable product standard for cold-formed steel members and profiled sheeting and are defined in EN 1993‑1‑3.

NOTE 2 The intended use determines the structural class. The same cold-formed steel member or profiled sheeting can be used for different structural classes.

NOTE 3 The type of loading (uniformly distributed loads, access loads, concentrated loads e.g. from PV installation) can change the structural class of the product.

Layout drawings shall be part of the installation specification and are based on structural design.

Layout drawings and assembly instructions shall include the following details and shall be prepared for the installation:

— type and position of the structural members and profiled sheeting;

— structural class of members and profiled sheeting;

— connection with the supporting member and arrangement of the fasteners;

— structural members and profiled sheeting with profile designation and manufacturer’s name, material, nominal sheet thickness, manufactured length and corrosion protection;

— direction of lay of profiled sheeting and special installation sequences;

— statically effective overlapping (moment-resisting connections), if relevant;

— installation tolerances;

— fasteners with type designation, name of manufacturer of the fasteners (not valid for bolts), type of washer and other fixing accessories, arrangement and separation distances, special assembly instructions depending on the type of connection, e.g. hole diameters, axial spacings and edge distances;

— type and details of the supporting member for the structural members and profiled sheeting, such as material, centre to centre distances and dimensions, the inclination;

— details of the side and end overlappings and edges of the installed area;

— openings in the installed areas, including the necessary framing, e.g. for skylights, smoke and heat extractors and roof drainage, if relevant;

— superstructures or suspensions, e.g. for piping, bunched cables or suspended ceilings, if relevant;

— stating that all structural members and profiled sheeting shall be fixed immediately after laying;

— details about any special installation measures, if relevant;

— special devices for installation, if relevant;

— any specific hazards related to construction should be identified;

— details about corrosion protection, e.g. contact surfaces between different metals or between metals and timber, concrete, masonry or plaster, if relevant;

— details about the condition and location of sealant strips, fillers for profiled sheeting and special elements, if relevant;

— details about setting-down places for bundles of structural members and profiled sheeting on roof areas and floors according to the static calculation;

— details about walkability, if relevant;

— details about weather integrity, if relevant;

— details about fire protection, if relevant;

— details about thermal insulation, if relevant;

— details about acoustics, if relevant;

— details about air tightness, if relevant.

Laying areas and parts of laying areas that are intended to act as a diaphragm to stabilize the structure or parts of the structure shall be marked on the layout drawings as ‘diaphragm’.

Two types of geometrical tolerances are defined in Clause 11:

a) essential tolerances;

b) functional tolerances, with two classes for which requirement strictness increases from class 1 to class 2 (see 11.4).

It shall be specified if a quality documentation for installation is required. If required, the quality documentation shall be prepared prior to the start of the work.

NOTE 1 The quality documentation is generally prepared in cooperation with the designer.

NOTE 2 The quality documentation is a quality-assuring documentation.

The following points shall be documented:

a) organization chart and managerial staff responsible for each aspect of the installation;

b) the procedures, methods and work instructions to be applied;

c) an inspection plan specific to the works;

d) a procedure for handling changes and modifications;

e) a procedure for handling of nonconformities, requests for concessions and quality disputes;

f) specified hold-points or requirement to witness inspections or tests, and any consequent access requirements.

An installation documentation shall be recorded to demonstrate that the works have been carried out according to the installation specification (4.1.3), if not otherwise specified.

NOTE The installation documentation is an evidence-securing documentation.

Installation records shall document the state and progress of the construction works as well as all noteworthy incidents during construction.

Annex C contains a list of recommended items for the installation records.

At completion, a statement of completion demonstrating that the works have been executed in accordance with the installation specifications and the provisions of this document shall be signed by the company responsible for the installation.

Cold-formed steel structural members and profiled sheeting (materials for manufacturing and manufactured products) shall be traceable at all stages, from purchasing the material prior to production of members and profiled sheeting to installation of the manufactured products.

This traceability may be based on documentary records for batches of product allocated to a common production process.

Method statements giving detailed work instructions shall be specified and shall comply with the technical requirements relating to the safety of the installation works as given in 9.7.

This section defines the basic requirements with respect to the structural members and profiled sheeting and the accompanying documents.

Materials to be used for the execution of cold-formed steel structures shall be according to 5.3.

If materials are to be used that are not covered by the standards listed in 5.3, their properties shall be specified.

The properties of supplied products shall be documented in a way that enables them to be compared to the specified properties.

For steel products made of materials given in 5.3, the inspection document shall be 3.1 according to EN 10204.

Products shall be delivered and identified as follows:

a) They shall be delivered in an appropriate packaging and labelled such that the content is readily identifiable.

b) Labelling or accompanying documentation shall be in accordance with the requirements of the product standard and should contain the following information in a legible and durable form, attached to every packaged unit:

— Manufacturer’s name and works;

— Batch designation or documentation number for traceability;

— Weight;

— Length, if relevant for lifting;

— Number of products inside the package;

— Thickness;

— Steel grade or specific product reference;

— Corrosion protection system.

It is recommended that labels be retained. See also Annex C.

Materials to be used in the manufacture of structural cold-formed members and profiled sheeting shall have properties that conform to the required suitability for cold forming process.

Carbon steels suitable for cold forming are listed in EN 1993‑1‑3 or in EN 10346. Stainless steels suitable for cold forming are listed in EN 508‑3.

Materials to be used for manufacturing of structural profiled sheets shall conform to the requirements of the relevant European product standards as listed in Table 1, if not otherwise specified (e.g. ETAs). Grades and coating system with full designation shall be specified together with any required options permitted by the product standard.

Deep drawing quality steels according to EN 10346 are not permitted for profiled sheets. The minimum yield strength for profiled sheets is 220 N/mm2.

The finished product manufacturer shall buy base materials whose characteristics are declared by the base material supplier with an inspection certificate 3.1 according to EN 10204. Therefore, the finished product manufacturer’s system requires only a document check to ensure that the characteristics meet the product manufacturer’s specifications. The inspection certificate 3.1 shall contain at least the following data in accordance with EN 10346:

— Name or mark of the manufacturer’s work;

— Identification number;

— Type and grade of material;

— Nominal layer weight and type of the metallic protective layers, if relevant, in accordance with EN 10346;

— Adhesion of metallic coating;

— Nominal dimensions of the product ordered and nominal sheet thickness (tN) (in mm respectively) and special tolerance (S) or normal tolerance (N) (for metallic coated steel according to EN 10143) or a specific tolerance when specified in the execution and installation specification (see 5.4);

— Determined layer weight of the metal protective layer (g/m2), in accordance with EN 10346 (in case of a steel manufacturer it may not be provided by him);

— Determined thickness of the organic coating visible side/rear side in μm (in case of a steel manufacturer it may not be provided by him);

— Bend radius to thickness ratio;

— Coating system; full designation according to EN 10169;

— Determined values of the mechanical material properties (see also EN 10346):

— Yield strength or 0,2 %-proof strength (ReH/Rp0,2) in Mpa;

— Tensile strength (Rm) in Mpa;

— Elongation after fracture A80 mm in %.

In case of not having a 3.1 inspection document or the 3.1 document is incomplete the material shall be treated as non-conforming until it can be demonstrated that it meets the requirements of the specification. In case of higher mechanical properties documented by the 3.1 document, the finished product manufacturer shall not upgrade the steel. In this case the base material manufacturer can issue a new inspection certificate 3.1 by request.

Table 1 — Materialsa for profiled sheeting

The execution and installation specification shall specify the tolerance limit value or type for the thickness. This can be in accordance with the product standard for the steel sheet or strip concerned.

Tolerance types (“normal” tolerance (N) or “special” tolerance (S)) are given for continuously hot-dip metal coated steel sheet or strip in EN 10143.

In the structural design a smaller sheet thickness tolerance might be specified compared to the product standard concerned. In such a case this should be explicitly noted in the execution and installation specification.

The thickness of the manufactured components shall be measured in those areas which are not influenced by the cold forming process.

The thicknesses shall be in accordance with the execution and installation specification.

The minimum nominal sheet thicknesses shall not be less than shown below, if not otherwise specified:

NOTE 1 Static calculations according to the Eurocodes give a nominal thickness required for design. The values above are based on installation experiences on the worksite.

NOTE 2 For aesthetic reasons, especially for wall applications, greater thicknesses can be necessary to prevent loss of flatness.

NOTE 3 In some countries lower values than the above listed values can be permitted.

The thicknesses shall be in accordance with the execution and installation specification.

The minimum nominal thicknesses for roof and wall structures shall not be less than shown below, if not otherwise specified:

but at least the nominal thickness of the attached profiled sheets (exception: edge trim).

NOTE 1 Static calculations according to the Eurocodes give a nominal thickness required for design. The values above are based on installation experiences on the worksite.

NOTE 2 In some countries lower values than the above listed values can be permitted.

Geometrical tolerances are given in 11 and Annex D.

This clause specifies the requirements for screws, blind rivets and cartridge fired pins for structural members and profiled sheeting with a thickness not greater than 4 mm. For other types of mechanical fasteners (e.g. bolts and nuts) or thicknesses greater than 4 mm, EN 1090‑2 shall apply. Bolt/nut assemblies according to EN 15048‑1 with ISO metric pitch thread from size M6 to M39 shall be used for non-preloaded bolt applications according to this document. The bolt manufacturing and purchase requirements shall comply with the requirements specified in EN 1090‑2.

NOTE 1 EN 1993‑1‑3 gives design rules for bolt sizes starting from M6.

NOTE 2 The scope of EN 15048‑1:2016 specifies bolt sizes only for structures according to EN 1090‑2 and EN 1090‑3. The range of bolt sizes for structures according to this document is missing. However, the bolt/nut requirements specified in the EN 15048 series remain the same whether applied in combination with aluminium (EN 1090‑3) structures or with steel structures to comply with this document.

NOTE 3 Pre-loaded bolted connections are in general not suitable in joints between components with relatively small clamp thicknesses because of the risk of loss of preload over time. The specific surface condition of cold-formed components can require tests in case of pre-loaded bolted connections to determine the slip factor of the friction surfaces, using the procedure set out in EN 1090‑2.

When using electroplated coated bolts in joints between cold-formed members, the risk of hydrogen embrittlement should be considered. In general, there is no risk of hydrogen embrittlement, when the bolted assemblies comply with:

— non-preloaded;

— bolt grade not higher than 8.8 (hardness below 320 HV);

— application only in corrosion categories C1 (very low) and C2 (low) according to EN ISO 12944‑2 (no additional hydrogen due to corrosion process).

For fully threaded non-preloaded bolts there are no requirements for the unthreaded parts of the shank.

NOTE 4 Contact between thread and hole edge is considered in the calculation rule for hole bearing given in EN 1993‑1‑3.

Fasteners according to European Standards or European Technical Assessments (ETA) shall be used. The type of fastener with designation of the relevant European Standard or ETA shall be specified.

NOTE For further information for mechanical fasteners for diaphragm application see EN 1993‑1‑3:2024, 10.3.

The fastener materials shall be adapted to the intended purpose, see EN 1993‑1‑3:2024, Annex B.

Fastenings are subdivided into:

a) thread-forming screws, these are subdivided into:

— thread-forming self-tapping screws, which produce their female threads in predrilled holes in a chipless manner;

— self-drilling self-tapping screws with a drill tip, with the drilling of a hole, the forming of the female thread and the tightening of the screw all taking place in a single operation;

— self-piercing screw with a piercing tip which forms the female thread without pre-drilling but by material displacement;

b) blind rivets that comprise a rivet sleeve and a rivet mandrel with a predetermined breaking point;

c) cartridge fired pins that are forced through the component being attached into the supporting member using a fastening tool. Details of the firing charge and driving forces are given by the relevant ETAs;

d) bolts and nuts and washers;

e) clinch connections. Details of clinch connections are given by the relevant ETAs;

f) spot welds.

Fasteners that are completely or partially exposed to weathering or similar moisture loading (partially exposed does not mean short exposure to weathering during installation) shall be made from austenitic stainless steel or aluminium, if not otherwise specified, unless it can be proven by testing that the corrosion protection system of the exposed part of carbon steel fasteners corresponds the corrosion protection of the parts to be connected. This does not apply to welded-on drill tips. With fasteners that are not made from stainless steel, the corrosion protection of the fasteners shall be adapted to the required corrosion protection of the parts to be connected by means of galvanizing and, if necessary, organic coating. The requirements in EN ISO 4042 shall be observed. In the case of electrolytic galvanizing, the coating thickness shall be at least 8 µm. Less thickness might be acceptable provided specific verification of the durability for the intended use of the fasteners is given.

For a rainproof connection or mounting, washers made of aluminium or austenitic stainless steel with a cured-on elastomer seal at least 1,6 mm thick shall be inserted under the head of the fastener. This seal shall be compressed by fastening of about 30 – 50 % of its thickness for getting a rainproof connection (see Figure 4). Alternatively the fasteners shall be associated with accessories ensuring a rainproof connection. For an accurate implementation, the specifications of the fastener manufacturer shall be followed.

Accessories are components that are absolutely necessary for the function of the construction but for which no analyses of the ultimate limit state or serviceability limit state shall be carried out, e.g. decking side trim, sealant strips, fillers for profiled sheeting or flashings. They shall fulfil the same requirements for durability, corrosion protection and reaction to fire as the structural members and profiled sheeting listed under 5.3 and 5.5 if not otherwise specified.

Verification of suitability of a corrosion protection system for a corrosivity category shall be carried out with reference to Clause 10 and Annex E of this document.

NOTE Buildings are normally designed for duration high “H” (EN ISO 12944‑1) if not otherwise specified.

EN 1993‑1‑4:2006, Annex A gives a material selection procedure for structural stainless steel in typical building environments.

The external fire performance shall be tested in accordance with the relevant method(s) in CEN/TS 1187 and in accordance with EN 13501‑5.

The products to be tested shall be installed, in addition to the general provisions given in CEN/TS 1187, in a manner representative of their intended use.

NOTE 1 Products covered by this document are considered “deemed to satisfy without the need for testing” in relation to the requirements for external fire performance provided that they meet the definitions given in Commission Decision 2000/553/EC, i.e. flat or profiled metal sheets of nominal thickness ≥ 0,4 mm with any external coating which is inorganic or has a gross calorific value, PCS ≤ 4,0 MJ/m2 or a mass ≤ 200 g/m2.

NOTE 2 Individual Member States can have “deemed to satisfy” lists which go beyond the list given in the Commission Decision 2000/553/EC.

NOTE 3 The following products are considered to be classified in classes BROOF(t1), BROOF(t2), BROOF(t3) and BROOF(t4) without further testing in accordance with Commission Decision 2005/403/EC: profiled steel sheets, flat steel sheets or panels of coil coated galvanised or zinc-aluminium alloy coated steel of metal thickness ≥ 0,40 mm with an organic external (weather side) coating and, optionally, a reverse (internal) side organic coating. The external coating is of a liquid-applied plastisol paint of maximum nominal dry film thickness 0,200 mm, a PCS of not greater than 8,0 MJ/m2 and a maximum dry mass of 330 g/m2.

The reverse side organic coating (if any) shall have a PCS of not greater than 4,0 MJ/m2 and a maximum dry mass of 200 g/m2.

Reaction to fire shall be according to EN 1090‑1.

Resistance to fire shall be according to EN 1090‑1.

Release of dangerous substances shall be according to EN 1090‑1.

For structural members and profiled sheeting made of metal that form part of the lightning protection system the recommendations given in EN 62305‑3 shall apply.

Structural members and profiled sheeting shall be manufactured by cold forming from steel sheet or strip/coil. There shall be no cracks at the bent areas visible by the naked eye.

NOTE Product standards for flat products as well as EN 10162:2003, Annex A specify limit values for (bend radius)/(thickness) ratios as a function of the steel type and steel grade, above which one can expect that no by the eye visible cracks will occur.

When stainless steel sheet or strip shall be cold-formed, the forming equipment shall be cleaned in case also other steels are formed on the same equipment. Other possibilities shall be proven by testing.

For welding other than the longitudinal welded seam of closed and hollow sections, EN 1090‑2 applies.

At all stages of manufacturing each piece or package of similar pieces of steel components shall be identifiable by a suitable system.

Shaping by cold forming, produced either by roll forming or press braking shall conform to the requirements for cold formability given in the relevant product standard and shall be fabricated considering the requirements in Clause 10 and within the tolerances specified in Clause 11. Hammering shall not be used.

Shaped components with damaged surface coatings or lack of adhesion of the metallic coating shall be treated as non-conforming products. The minimum inside bend radii shall be specified to avoid damage.

Cutting shall be carried out in such a way that the requirements for geometrical tolerances as specified in this document are met.

NOTE Known and recognized cutting methods are for example; shearing, nibbling, sawing, thermal cutting and water jet techniques. Other methods are possible if appropriate, if they do not affect the corrosion protection and if the suitability is documented in the initial production control inspection of the manufacturer.

If a process does not conform, it shall not be used until corrected and checked again. If coated materials are to be cut, the method of cutting shall be selected to minimize the damage on the coating.

Burrs that could cause injury or prevent the proper alignment or bedding of sections or profiled sheeting shall be removed.

The free edge surfaces shall be checked as necessary in order to remove significant defects. If grinding or machining is used after shearing or nibbling, the minimum depth of grinding or machining shall be 0,5 mm. The corrosion protection then shall be renewed.

The capability of thermal cutting shall be proved including the effect on the corrosion protection. Requirements of EN 1090‑2 apply.

The specifications for the execution of holing, other than punching, given in EN 1090‑2 shall be applied where appropriate.

Requirements of EN 1090‑2 on dimensions of holes for connections with mechanical fasteners and pins apply.

NOTE Clearances defined in EN 1090‑2:2018+A1:2024, Table 11 for nominal bolts diameter of 12 mm are also applicable to nominal bolt diameters from 6 to 10 mm (for normal round holes: 1 mm).

Different holes in the same cold-formed steel member may be classified for different execution classes.

This clause specifies the requirements on the execution of punching in cold-formed steel members and profiled sheeting.

Punching is permitted provided that the nominal thickness of the component is not greater than the nominal diameter of the hole, or for a non-circular hole, its minimum dimension.

If not otherwise specified, holes may be punched full size without reaming for a sheet thickness:

— up to 4 mm for all execution classes;

— up to 8 mm for EXC1, EXC2 and EXC3.

Punching without reaming is also permitted, if specified in an applicable ETA.

In other cases, punching without reaming is not permitted. The holes and notches shall be punched at least 2 mm undersize in diameter and reamed after punching.

If not otherwise specified, for details subject to high cyclic or seismic stresses for high seismic ductility class (DCH) (see EN 1993‑1‑1:2022, Annex A), punched holes in a sheet with thickness greater than 4 mm shall be reamed.

For the essential manufacturing tolerances of punched holes see D.4.

For carbon steels with a yield strength greater than 460 N/mm2 and if specified for other steel grades, the hardness of free edge surfaces shall be no more than 450 (HV 10).

If not otherwise specified, the check of the capability of the processes shall be as follows:

a) Four samples shall be produced from procedure tests on materials encompassing the range of materials processed that are most susceptible to local hardening;

b) Four local hardness tests shall be done on each sample in locations likely to be affected. The tests shall be in accordance with the EN ISO 6507 series.

If the execution specification requires steel material to be free from hardened material due to the punching process, holes shall not be punched full size but may be punched 2 mm diameter less than full size and then reamed or drilled.

The specifications for welding, e.g. appropriate welding plan, welding procedure specification (WPS), non-destructive testing (NDT) and welder qualification, given in EN 1090‑2 shall be applied where appropriate.

NOTE Welds on cold-formed components can be out of the scope of the design provisions given in de EN 1993‑1‑8. In such cases “design assisted by testing” is required of which the welding procedure specification is a condition.

This clause specifies additional requirements on the welding of the longitudinal weld seams of custom cold formed closed and hollow sections, if not otherwise specified.

The welding procedure specification (WPS) based on a pre-production test shall be in accordance with EN ISO 15613.

If an eddy current device (ET) or equivalent continuous process monitoring is being used during production, supplementary NDT is not required, otherwise supplementary NDT shall be carried out as specified in EN 1090-2.

Before start-up of production, the longitudinal weld seam shall be inspected by means of at least one penetrant test or magnetic particle test (MT) and one of the following destructive tests:

— Bend tests according to EN ISO 5173;

— Drift expanding test according to EN ISO 8493;

— Flattening test according to EN ISO 8492;

— Transverse tensile tests according to EN ISO 4136;

— Macroscopic examination according to EN ISO 17639.

During production, at least one destructive test per coil is mandatory, as material properties can change from one coil to the other.

Welding at the construction site on organic coated structural members and profiled sheeting is not permitted.

For site welding of structural members and profiled sheeting the recommendations given in EN 1090‑2 shall be applied where appropriate.

In case of metallic coated structural members, the WPS shall consider the effect of the metallic coating (e.g. zinc layer) on the weld quality. The negative impact on the corrosion protection, if any, at the welded location shall be corrected.

This clause covers requirements for shop and site fastening of profiled sheeting and members by the use of screws, blind rivets and cartridge fired pins. For other types of fastening EN 1090‑2 shall apply.

Fastenings shall be in accordance with the installation specification and used in accordance with the fastener manufacturer’s specifications.

The performance of fasteners will depend on the methodology that may be determined on basis of procedure testing. Procedure tests may be used to demonstrate that the required connections can be performed under site conditions. The following aspects should be considered:

a) ability to produce correct hole size for self-tapping screws and rivets;

b) ability to correctly adjust power screwdrivers with the correct tightening torque (e.g. depth controlled);

c) ability to drive a self-drilling screw perpendicular to the connected surface and set sealing washers to correct compression within the limits recommended by the fastener manufacturer.

d) ability to select and use cartridge fired pins;

e) ability to form an adequate structural connection and to recognize an inadequate one.

For thread-forming screws, blind rivets and cartridge-fired pins, the provisions of the European Standards or European Technical Assessments (ETA) apply.

When attaching profiled sheeting from its valley to supporting members, the fasteners shall be positioned such that there is no gap at the point of contact between component I and component II, exceptions may be covered by ETAs.

During installation, the provisions given in the European Standards or European Technical Assessments (ETA) and the fastener manufacturer’s instructions regarding suitable sheet thicknesses, materials, clamping thicknesses and tools to be used shall be fulfilled.

After installation work any drilling swarf or ejected broken mandrel stems shall be collected and removed from exterior work surfaces to prevent subsequent corrosion.

The length and thread form of screws shall be checked prior to the fastening to suit the specific application and shall be adapted to the thickness of the support.

Screws for certain applications require an interrupted thread. If a sealing washer is used the thickness of the washer should be taken into account in selecting the thread length.

If screws are fastened in the crown of a roofing profile care shall be taken to avoid dents in the sheet at the penetration point, e.g. by using saddle washers.

Tools for fixing screws shall possess an adjustable depth and/or torque control that shall be set in accordance with the equipment manufacturer’s recommendations. If power screwdrivers are used, the drilling and driving speeds (revolutions per minute) shall be in accordance with the fastener manufacturer’s recommendations.

If sealing washers are used, the screws shall be set to achieve the correct compression as indicated by Figure 3b).

a) too loose	b) correct	c) too tight	d) too inclined

Figure 3 — Guide for compression of sealing washers

The depth control device of a power screwdriver, shall be adjusted to compress the elastomeric washer within the limits set by the product manufacturer.

Screws without sealing washers shall be set using an appropriate torque or depth control device to avoid overtightening, screws with a spin-free zone under the screwhead are exempted.

The torque control shall be set such that the threading torque is achieved without exceeding either the head shearing torque or the thread stripping torque.

The choice of the length of the blind rivet shall be in accordance with the total thickness to be fastened.

NOTE 1 The rivet length recommended by the product manufacturer generally takes account of a certain drawing together of the plates to be fastened.

NOTE 2 Most manufacturers offer a range of manually and power operated setting tools to suit high or low volume usage. These are often readily adaptable by changing only the nosepiece and/or setting jaws to set a range of blind rivet types and sizes. Generally, interchangeable heads are available for setting where tool access is limited such as inside channels or cylindrical sections.

NOTE 3 Predetermined setting characteristics designed into the rivet body/mandrel relationship ensure consistent joints.

Installation shall be performed according to the product manufacturer’s recommendations.

Cartridge fired pins are used to fix steel profiles to steel substructures with a minimum thickness according to the relevant ETAs. To drive in the cartridge fired pins, the respective powder-actuated fastening tool shall be used. Colour-coded cartridges with different power load levels are available for the different total thicknesses as well as strengths and thicknesses of the supporting structure. The cartridge that is suitable shall be determined by carrying out trial fixing operations.

The application guidelines (cartridge selection, application limits, nail head standoff) shall be observed. The proper installation of the cartridge-fired pin shall be checked by inspecting its nail head standoff. When the cartridge fired pin is driven, it displaces the substrate material sideways and produces a deformation zone about 10 mm in diameter. The coating on the building panel is subjected to the same amount of deformation in this area.

NOTE 1 The appearance of flaking of the coating in the area of the exiting cartridge fired pin tip is markedly dependent on the thickness and adherence to the steel substrate. Usually, strongly adherent or thin plastic coatings simply crack. Thicker coatings tend to flake around the cartridge fired pin. The extent of the flaking depends on type of coating and its adherence to the substrate.

NOTE 2 Damage to the coating on the reverse side due to the penetration of the cartridge-fired pin is unavoidable and not considered as a defect.

Differentiation is made between the following types of connections and attachments:

— Attachments of profiled sheeting to the supporting member;

— Attachments of load-bearing members to another supporting member;

— Connections between profiled sheeting (e.g. side lap or end lap);

— Connections between edge parts or members and profiled sheeting.

Attachment (Figure 4) shall be carried out in accordance with the installation specification. However,

— for a rib width bR > 400 mm (bR see Figure 1) each profile rib of a profiled sheet,

— for a rib width bR > 100 mm at least every second profile rib of a profiled sheet,

— for a rib width bR ≤ 100 mm every third rib of a profiled sheet,

shall be attached to the supporting member. At the sheet end, every profile rib shall be attached where bR > 100 mm and every second profile rib where bR ≤ 100 mm.

In the case of diaphragms, every profile rib of the adjacent flange shall be attached to the diaphragm supports. In the case of intermediate supports that only serve to transfer loads at right angles to the laying area and do not have to participate whatsoever in the action of the diaphragm, attachment to every second profile rib suffices even within the area of the diaphragm.

At every support, liner trays shall be attached to the supporting member in accordance with the installation specification but there shall be at least two fasteners near the web (Figure 5).

a) without overlapping	Minimum support width ba, Annex B, Table B.1
b) with overlapping	Minimum support width ba, Annex B, Table B.1

Figure 4 — Example of attachments of profiled sheeting

Dimensions in millimetres

Figure 5 — Fastening of liner trays

Along the longitudinal edges of the laid areas edge stiffening members or edge stiffening supports shall be present (Figure A.3).

Trapezoidal or sinusoidal profiled sheeting shall be attached to the supporting member along the longitudinal edges of the laid areas (Figure A.3) in accordance with the installation specification at a spacing not exceeding the range of 50 mm ≤ eR ≤ 666 mm (eR see Figure A.3). In the case of a connection with an edge trim for stiffening as per Annex A there shall be a spacing of 50 mm ≤ eR ≤ 333 or 50 mm ≤ eR ≤ 666 mm with two rows of fasteners staggered in reverse order. The same applies to the longitudinal edge of a profiled sheet adjacent to an opening in the laying area.

NOTE 1 A distance of 666 mm means 3 fasteners on 2 m with nearly the same distances between.

NOTE 2 Additional fasteners can be necessary in accordance with the installation specification.

Thread-forming screws with their cylindrical screwed portion shall be

— fully screwed through if the thicknesses of component II is ≤ 6 mm;

— screwed in at least 6 mm if the thickness of component II is > 6 mm.

The lengths of the tips for thread-forming or drilling shall not be included. The tips of connectors shall not be removed after installation in order to avoid damaging the connection.

The suitability of thread-forming screws, envisaged for the connection of profiled sheeting or structural members to supporting members made of timber or other wood-based materials, shall be according to European Standards or European Technical Assessments.

With regard to pilot drilling and screw-in depth, the installation specification shall follow the provisions in EN 1995‑1‑1 provided the European Technical Assessments for the fasteners or the product standards for the screws do not contain other requirements.

Screws shall not be hammered in – not even partially.

Profile sheeting shall be adequately anchored to concrete or masonry supporting members. Post installed anchors, dowels, cartridge fired pins or screws complying with European Standards or European Technical Assessments should be used to anchor the sheets to the supporting structure.

For attachment of the profiled sheeting continuous steel parts (e.g. flat steel with a minimum yield stress of 220 N/mm2 and of at least 8 mm thickness, fastening rails or cold-formed profiles) shall be used.

The steel parts including their anchoring shall be installed at least flush with the top edge of the concrete. The supporting surfaces for the profiled sheeting shall have the same pitch as the profiled sheeting and there shall not be any interference from screws, rivets, butt straps, top flange plates, push pads or butt plates.

The steel parts shall be adequately protected against corrosion.

The longitudinal edges of profiled sheeting shall be joined together within the laying area or stiffened by means of a decking edge trim as specified in Annex A.

Connection type and spacing shall be adequate to draw together overlapping sheets.

Minimum requirements for fastening sidelaps of profiled sheeting of the exposed surface of a roof may be given by the product manufacturer’s recommendations.

The minimum diameter of these fasteners should be 4,8 mm for self-tapping and self-drilling screws and 4,0 mm for blind rivets.

Self-tapping or self-drilling screws, with sealing washers and elastomer seals, or blind rivets may be used to connect profiled sheeting together. If the profiled sheeting are used as the supporting skin of multi-skin roofs not exposed to the weather, the sealing washers may be omitted or non-sealing blind rivets may be used.

NOTE Screws that have a non-threaded section below the head of the screw whose diameter is less than or equal to that of the thread core („undercut” or “turned down section”) have proven to be successful for connecting profiled sheeting.

Sidelapping fasteners shall at least comply with the following distances eL:

Edge distances and spacing of fasteners shall be specified in the installation specification. Distances from edge and spacings of fasteners see EN 1993‑1‑3.

Generally for flange widths of bU > 265 mm a minimum of two fasteners per flange and support are required. Flanges width of bU ≤ 265 mm may be attached with a minimum of one fastener, or more if specified in the installation specification.

Eccentric attachments shall be specified in accordance with Table B.2.

This clause gives requirements for installation and other work undertaken on site of profiled sheeting, if not otherwise specified. For the installation and other work undertaken on site EN 1090‑2 shall apply.

Work carried out on site which includes preparation, welding, mechanical fastening and surface treatment shall comply with the Clauses 6, 7, 8 and 10 respectively.

Inspection and acceptance of the structure shall be performed in accordance with the requirements specified in Clause 12.

Installation shall not commence until the site for the construction works complies with the technical requirements with respect to the safety of the works, which shall consider such of the following items as are relevant:

a) provision and maintenance of hard standing for cranes and access equipment;

b) access routes to the site and within the site;

c) soil conditions affecting the safe operation of plant;

d) possible settlement of installation supports for the structure;

e) details of underground services, overhead cables or site obstructions;

f) limitations on dimensions or weights of components that can be delivered onto the site;

g) special environmental and climatic conditions on and around the site;

h) particulars of adjacent structures affecting or affected by the works.

Access routes to the site and within the site should be given on a site plan showing dimensions and level of access routes, level of the prepared working area for site traffic and plant, and areas available for storage.

If the works are inter-linked with other trades, technical requirements with respect to the safety of the works shall be checked for consistency with those for other parts of the construction works. This check shall consider such of the following items as are relevant:

i. prearranged procedures for co-operation with other contractors;

ii. availability of site services;

iii. maximum construction and storage loads permitted on the steelwork;

iv. control of concrete placement during composite construction.

Installation may only be undertaken by companies that possess the necessary specialist knowledge and experience and can demonstrate they employ sufficient experienced personnel. The provisions of 4.2.2 shall apply.

Before starting the installation works, the preceding works shall be checked with respect to the prerequisites necessary for the installation. If there are defects in the preceding works that interfere with installation, those defects shall be reported in writing to the client and the client ensures that appropriate corrective actions are made if necessary.

Layout drawings (see 4.1.6) shall be available at the construction site and shall be followed during installation. Any changes shall be approved in writing by the responsible entity for the installation specification (see 4.1.3).

Proper tools shall be used. The recommendations of the manufacturers shall be followed.

The necessary protective devices and fall protection shall be installed before starting the installation works. The technical requirements with respect to the safety of the works apply. Without load-dispersal measures, the profiled sheeting may only be walked on up to the permitted spans given in the installation specification. For roofs access is strictly only for the purpose of maintaining and cleaning them.

The setting-down places for the stacks of profiled sheeting shown on the layout drawings shall be adhered to.

Installation works shall cease if the weather conditions are not appropriate, e.g. wind is squally or strong.

Immediately after laying, each individual profiled sheet shall be attached to the substructure to prevent it from moving and joined to the adjacent profiled sheet or the edge construction via the overlaps at the sides. After laying, cantilever profiled sheeting shall be secured against lifting without delay because of the risk of accidents (overturning). When producing cut-outs in roofs, fall protection shall be used and the cut-outs then secured to prevent anyone falling through them. Once bundles have been lifted up on sloping surfaces, all sheets shall be secured to prevent them sliding.

If the installation works are interrupted, all sheets shall be secured against storms and the occurrence of wind loads that are possibly higher than in the installed state, or against sliding. This shall also apply to partly used stacks.

After delivery to site the products shall be checked for completeness, packaging or transportation damage and to ensure the labelling is complete.

Defects and shortages shall be reported in writing immediately to the supplier and appropriate action taken.

The product shall be stored in accordance with the manufacturer’s recommendations or the recommendations of manufacturer’s associations if specified.

Storage of the structural members and profiled sheeting shall be carried out in such a way that condensation is avoided within the stack, e.g. by storing it in a covered storage area that may not be humid or hot, or subjected to frequent temperature changes.

Outdoor short-term storage is possible if suitable measures are taken to protect the profiled sheeting against rainwater and splashes. The cover shall be air-permeable and firmly secured in case of wind. Contact with all substances that might influence the surfaces of the structural members and profiled sheeting (e.g. soil, sand, gravel, mortar, concrete, or standing or flowing water) shall be avoided, even for short periods.

Storage areas shall be prepared and kept dry.

When storing stacks of metallic coated structural members and profiled sheeting, transport packaging (e.g. stretch or shrink wrap) shall be removed immediately.

Handling and storage preventative measures are given below for stainless steel.

If a high quality surface appearance is not important and staining can be tolerated, it will not be necessary to adopt all the measures given below. Even if surface appearance is important, the measures below need not all be adopted if a post-fabrication and installation clean-up in accordance with ASTM A380 is specified:

— handling and storage of stainless steel so as to prevent contamination by fixtures or manipulators etc. Careful storage of stainless steel, so that the surfaces are protected from damage or contamination;

— use of protective film or other coating, to be left on as long as practicable;

— avoidance of storage in salt-laden humid atmospheres;

— protection of storage racks by wooden, rubber or plastic battens or sheaths to avoid carbon steel, copper-containing, lead etc. rubbing surfaces;

— use of markers containing chloride or sulphide is prohibited.

NOTE An alternative is to use protective film and apply all marks only into this film.

— protection of stainless steel from direct contact with carbon steel lifting tackle or handling equipment such as chains, hooks, strapping and rollers or the forks of fork lift trucks by use of isolating materials or light plywood or suction cups. Use of appropriate installation tools to ensure that surface contamination does not occur;

— avoidance of contact with chemicals, including dyes, glues, adhesive tape, undue amounts of oil and grease;

If it is necessary to use chemicals, their suitability should be checked with their manufacturer.

— use of segregated manufacturing used for carbon steel and stainless steel to prevent carbon steel pick-up. Use of separate tools dedicated for use with stainless steel only, particularly grinding wheels and wire brushes. Wire brushes and wire wool shall be made of stainless steel, preferably an austenitic grade.

Damaged structural members and profiled sheeting and/or structural connecting devices (e.g. products with buckles, cracks, kinks, indentations or folds, damaged corrosion protection) shall only be installed or left in place (after installation) if it is verified that sufficient load-bearing capacity, serviceability and durability is still available.

Suitable equipment for the safe unloading of products on site shall be utilized. Equipment shall be assessed for suitability of intended purpose. At least protection specific gloves and safety helmets are necessary.

Structural members and profiled sheeting shall be packed, handled and transported in a safe manner, so that permanent deformation does not occur and surface damage is minimized. Handling and storage preventive measures shall be applied as appropriate.

Special lifting equipment where available for structural members and profiled sheeting that is adapted to shape of the profile should be used when using cranes during installation.

The product shall be installed following the installation specifications in accordance with the manufacturer’s recommendations or the recommendations of manufacturer’s associations if specified.

Trimmers at openings in profiled sheeting shall be installed before or immediately following the cutting out of every opening. The openings shall be secured to avoid the risk of falling.

With roof and wall constructions that are visible after installation, the direction of lay of the individual profiled sheet to each other shall be the same because surfaces have different appearances when viewed from different angles.

NOTE If member states define dominant directions of wind, these directions can be taken into account for the direction of lay.

The geometry of the structural members and profiled sheeting shall not be altered as a result of the installation.

Loose-lying objects shall be cleared from the construction work; in particular, swarf from drilling operations shall be removed carefully.

All dust, dirt and other soiling caused during installation shall be cleaned off. It should be removed before it dries, if possible.

Protective film wraps shall be removed in accordance with the producer’s instructions. With profiled sheeting, the protective film wraps in the overlapping areas of the side and end laps and in the area of the attachments shall be removed before the start of the installation.

When installing profiled sheeting using suction cross-beams, protective film wraps shall be removed before using the suckers.

An inspection should be undertaken directly after completion of the installation works, but particularly before the start of the subsequent works (e.g. roof sealing works, works on outdoor installations etc.), if necessary even on sections of the roof or wall area. If this conflicts with contractual agreements, a joint inspection shall be carried out by mutual agreement. The inspection shall be reported.

Diaphragms and moment-resisting connections, especially the joints, shall be inspected to ensure proper and appropriate installation. This inspection shall be carried out jointly with the local building site manager and countersigned.

It is necessary to mark the areas of the diaphragms (structural class I) in the envelope

— as “diaphragm” on the layout drawing and

— in the operations and maintenance manual and

— with clearly visible, permanent warning signs on the finished construction (Figure 6).

The text on the sign shall indicate that the stability of the whole building will be at risk if alterations are subsequently undertaken to the diaphragms without static analysis.

Figure 6 — Example for a sign “Caution — diaphragm in roof”

The information in the operations and maintenance manual shall indicate that the stability of the whole building will be at risk if alterations are subsequently undertaken to the diaphragms without a suitable analysis.

The owner of the building shall be informed about size, position and significance of the diaphragm.

The lightning protection expert shall receive confirmation in writing from the company that installed the roof regarding the suitability of the roof as a “natural element of the lightning protection system” (see 5.14). He can then attach the necessary leads to the metal terminals, which shall also be tested to EN 62561‑1, and thus connect the “natural lightning conductor metal roof” to earth. The same shall apply analogously to the cladding. See EN 62305‑3:2011, 5.2.5 and 5.3.5.

The correct type of steel or coated steel shall be selected to suit the environment.

In case the steel surface is vulnerable for corrosion which will affect the reliability of the mechanical properties and therefore of the structure, an adequate protection system shall be determined and be communicated with the execution responsible, considering:

— Design life;

— The environmental conditions;

— Possibilities of inspection;

— Specified allowable protection system damage;

— Specified inspection regime and repair procedure;

— Specified maintenance method(s), see 10.2.

For the determination and execution of such a system, guidance is given by EN 1990, EN 1993‑1‑1 in combination with EN 1090‑2 and EN 1993‑1‑3 in combination with this document.

The procedure should be as follows:

— Location specification;

— specification Environmental “Action”;

— specification Design Life;

— design of the steel structure with detailing;

— decision of the Inspection & Maintenance Scheme;

— determination of the Surface Protection;

— project Specification with information about the assumed Inspection & Maintenance Scheme;

— acceptance of the assumed Inspection & Maintenance Scheme;

— execution of the Surface Protection;

— informing the End-User about the Inspection & Maintenance Scheme;

— ensuring the Inspection & Maintenance Scheme during the actual life of the steel structure.

Carbon steels for roof, wall and ceiling applications shall be protected against corrosion by means of metallic coatings applied either before or after manufacture, as per the provisions in Table E.2. If necessary the structural members and profiled sheeting shall be protected against corrosion by means of an additional organic coating as specified in EN 10169, as per the provisions in Table E.3 to Table E.7. Provisions are given in Annex E.

For stainless steel, provided the correct grade is chosen for the service environment, no corrosion protection is required. EN 1993‑1‑4:2006, Annex A gives a material selection procedure for structural stainless steel in typical building environments.

Contamination of stainless steel by contact with carbon steel shall be avoided.

Precautions shall be taken so as to prevent galvanic corrosion produced by contact between different metallic materials. If insulation kits are to be used to avoid galvanic corrosion, full details of their use shall be specified.

Organic coated products should not be subject to scratching or excessive rubbing and foot traffic. Masonry works, pargetting, concreting, plastering, stonework, tiling and similar works should have been completed in order to avoid the effect of splashes of lime, mortar, concrete or cement on the surfaces. Especially during setting, these building materials are alkaline and attack uncoated surfaces and, depending on the lacquer used, possibly coated surfaces. Alternatively, the surfaces shall be covered for protection.

Splashes of lime, mortar, concrete or cement shall be rinsed off immediately using lots of water. If exposure is more prolonged, slight etching of the uncoated or coated surface will result.

Reactions detrimental to the surface are no longer expected after careful rinsing. However, any visual defects may remain.

Visual defects and mechanical surface damage can be rectified, either by replacement or painting on site as part of a corrosion protection system. Where parts are replaced or repainted, there is the risk that the colour shade will differ from that of the parts that are not replaced or repainted. This shall be taken into account when considering replacement or repainting.

The adverse visual appearance shall be carefully evaluated on a case-by-case basis because although it does not affect the functionality it could have a marked detrimental effect on the decorative appearance of the façade or the roof as a result of the differences in colour shade that are to be expected.

Contact of coated elements with acids or alkalis shall be avoided. If there is contact, however, cleaning treatment shall be carried out immediately using lots of water.

The exterior surfaces of outer walls, exterior wall cladding, ceilings and roofs shall remain accessible for maintenance work. Depending on the local conditions and requirements, accessibility shall be possible e.g. by means of ladders, tower scaffolds, or permanently installed, free-hanging or mobile working platforms. Plans shall be made at the design stage for the constructional requirements for the chosen type of cleaning and maintenance, such as scaffold anchors.

Metallic coated products can withstand a scratching and other service-related damage and retain corrosion resistance. The extent of scratching that can be tolerated is dependent on the metal coating type and its coating thickness.

For stainless steel, the cleaning procedures shall be appropriate for the grade, surface finish, function of the component and corrosion risk. The method, level and extent of cleaning shall be specified. Strong acid solutions sometimes used to clean the masonry and tiling of buildings shall not be permitted to come into contact with structural steel, including stainless steel. If such contamination does happen, acid solutions shall be washed off immediately with large amounts of clean water.

For manufacturing tolerances reference is made to 11.3.2. It is not permitted to change the load bearing capacity of the product by deforming while erecting.

These values may be too large if greater demands are made on the construction works. Tighter tolerances might be possible, if agreed between manufacturer and customer.

This clause defines the types of geometrical deviations and gives quantitative values for two types of permitted deviations:

a) those applicable for a range of criteria that are essential for the mechanical resistance and stability of parts or of the completed structure, called essential tolerances;

b) those required to fulfil other criteria such as fit-up and appearance, called functional tolerances.

Essential tolerances and functional tolerances are both normative.

NOTE The permitted deviations given do not include elastic deformations induced by the self-weight of the components.

In addition, special tolerances may be specified either for geometrical deviations already defined with quantitative values or for other types of geometrical deviations. If special tolerances are required the following information shall be given as appropriate:

— amended values for functional tolerances already defined;

— defined parameters and permitted values for the geometrical deviations to be controlled;

— whether these special tolerances apply to all relevant components or only to particular components that are specified.

In each case, the requirements are for final acceptance testing. If fabricated components are to form parts of a structure that is to be erected on site, the tolerances specified for the final checking of the erected structure (given in the design specifications) shall be met in addition to those for the fabricated components.

Essential tolerances shall be in accordance with Annex D. The values specified are permitted deviations. If the actual deviation exceeds the permitted value, the measured value shall be dealt with as a nonconformity according to Clause 12.

In some cases there is a possibility that the uncorrected deviation of an essential tolerance can be justified in accordance with the structural design when the excess deviation is included explicitly in a recalculation. If not, the nonconformity shall be corrected.

Cold-formed profiled sheeting

Cold-formed profiled sheeting shall conform to the permitted deviations in D.2.

Cold-formed members

Cold-formed members including customized closed and hollow sections shall conform to the permitted deviations in D.3.

Holes

Holes in cold-formed profiled sheeting shall conform to the permitted deviations in D.2.

Punched holes in members shall conform to the permitted deviations in D.4.

Other holes shall conform to EN 1090‑2.

Installation tolerances for structural members shall correspond to the erection tolerances in EN 1090‑2 unless tighter tolerances are agreed, see also 11.1.

The laying of the profiled sheeting shall not change the structural behaviour of the profiled sheeting.

Tabulated values for functional tolerances for profiled sheeting are given in Table D.1 and for press braked or folded members in Table D.2. Generally, values for two classes are shown. The execution and installation specification shall specify the tolerance class applicable to individual components or selected parts of an erected structure.

If the choice of class is not specified, tolerance class 1 applies.

This clause specifies the requirements for inspection and testing with respect to the quality requirements included in the installation quality documentation (see 4.2.2) as relevant.

Inspection, testing and corrections shall be undertaken on the works against the specification and within the quality requirements set out in this document.

All inspection and testing shall be undertaken to a predetermined plan with documented procedures. Specific inspection testing and associated corrections shall be documented.

Checks shall be made to see whether the structural members and profiled sheeting comply with the data given in the shipment documents and installation specifications.

NOTE This applies to profiles, profiled sheeting, mechanical fasteners etc.

If the packaged unit containing structural elements (members, profiled sheeting) does not have a label that complies with 5.2, the products shall be treated as non-conforming products until it can be shown that they fulfil the requirements for the intended application, e.g. by delivering the missing documents. A test report shall be issued if products are first treated as non-conforming but their conformity can subsequently be demonstrated, either by testing or repeating a test.

The factory production control shall consider the requirements and the checks necessary on structural members and profiled sheeting. Dimensional measurements of structural members and profiled sheeting shall always be taken. Methods and instruments used shall be selected, as appropriate. For special profile pre-shaped elements that respect the shape of the profile, shall be used to check the profile.

For holes, others than punched holes the recommendations given in EN 1090‑2 shall apply. The acceptance criteria shall be in accordance with 11.3. The deviations shall be measured with respect to any specified camber or pre-set. If acceptance inspection results in the identification of nonconformity, the nonconformity could be corrected and the product shall be checked again.

In case of change of material (e.g. coil or flat sheets) or change of profile the following shall be checked:

— the nominal sheet thickness (checking of documents);

— the steel grade (checking of documents);

— the metallic coating (checking of documents);

— the organic coating (checking of documents);

For profiled sheeting the location and frequency of measurements shall be specified in the factory production control and shall contain the following:

a) at every change of material (e.g. steel grade, coil) or new shift:

— the depth of the profile; on the middle rib on a profiled sheet with three ribs, on the middle rib on a profiled sheet with more ribs, and on an edge rib;

— the cover width at both ends of the profiled sheet;

b) at every change of profile:

— the depth of the profile; on the middle rib on a profiled sheet with three ribs, on the middle rib on a profiled sheet with more ribs, and on an edge rib;

— the cover width at both ends of the profiled sheet;

c) at every change of sheet thickness:

— the cover width at both ends of the profiled sheet;

d) once per calendar year for every finished profile:

— the internal radii;

— the stiffeners in the flanges and webs.

It is necessary to measure the sheet thickness of each coil after delivery. This should become part of the documentation.

For members including customized closed and hollow sections the location and frequency of measurements shall be specified in the production control plan and shall contain the following:

a) At every change of material (e.g. steel grade, coil) or new shift:

— the geometry of the structural member;

b) at every change of profile:

— the geometry of the structural member;

c) once per calendar year for every finished structural member:

— the internal radii.

It is necessary to measure the sheet thickness of each coil after delivery. This shall become part of the documentation.

When an r/t ratio is smaller than the safe limit value specified in the product standard concerned, regular check for “no cracks visible” shall become part of the documentation.

The condition of the installed structure shall be inspected for any indication that components have been distorted, and to ensure that any temporary attachments have either been removed satisfactorily or are in accordance with the specified requirements.

If using self-tapping and self-drilling screws, checks on site shall be done as required in the relevant EADs and/or in the relevant standards and/or the fastener manufacturer’s recommendations.

The replacement of rivets or screws shall be in accordance with the manufacturer’s recommendation, and other relevant documents. These can need to be of a larger diameter to ensure a secure fixing in a pre-formed hole.

If using blind rivets, checks on site shall be done as required in the relevant EADs and the fastener manufacturer’s recommendations.

Holes with burred edges that would adversely affect the drawing together of the connected parts shall be treated as nonconforming until such time as they are rectified.

Connections with blind rivets shall be inspected to ensure that the upset at the blind end of the rivet is not formed between the overlapping sheets. Such connections shall be treated as nonconforming. The spoilt rivet shall be removed and replaced.

The replacement of rivets shall be in accordance with the relevant EADs and/or the relevant standards and/or the manufacturer’s recommendations. There can be a need to use a larger diameter to ensure a secure fixing.

Inspection shall be carried out to ensure that cartridge fired pins connections have not been over or under driven (Random sampling).

NOTE 1 Test fixations can be necessary.

NOTE 2 If too powerful a power load is used there can be heavy indentation or excessive deformation of the washers (over driving). Insufficient penetration of the fastener is due to use of too light driving force (under driving).

The manufacturer’s identification mark on the pin shall still be recognizable after the fasteners have been driven.

Inspection shall be carried out according to EN 1090‑2.

This clause specifies requirements for deconstruction of lightweight metal constructions made of profiled sheeting, if not otherwise specified.

In general, the provisions given in Clause 9 also apply for deconstruction.

Deconstructing profiled sheeting on roofs and walls requires careful planning, safety precautions, and proper equipment to ensure a smooth and secure process. Professionals who have experience in working with profiled sheeting and building structures shall do the deconstruction work.

The following points shall be observed:

— Safety:

Safety shall be prioritized at all times. Everyone involved in the deconstruction process shall wear appropriate personal protective equipment (PPE), including hard hats, safety goggles, gloves, and steel-toed boots (see also 9.7).

— Assessment and planning:

A thorough assessment of the site shall be conducted, considering factors such as weather conditions, structural integrity of the building, and potential hazards. The deconstruction process shall be planned accordingly, taking into account the size of the sheets, access points, and disposal methods for removed materials.

— Equipment:

Necessary tools and equipment, including, scaffolding, cutting tools, safety harnesses, ropes, and containers for debris shall be planned.

— Disconnection of utilities:

If the profiled sheeting is connected to any utilities (e.g. electrical, plumbing), it has to be ensured that they are safely disconnected before starting the deconstruction process.

— Safeguarding of work area:

Safety barriers around the work site are necessary to prevent unauthorized access and protect bystanders from falling debris.

— Direction of deconstruction:

When deconstructing profiled sheeting on both roofs and walls, the start of the process shall be at the highest point and worked downward. This prevents debris from accumulating above the working area.

— Safe Access:

Proper equipment e.g. scaffolding to provide safe access to the work area shall be used. It shall be ensured that the equipment is stable and securely positioned (see also 9.7).

— Sectional Removal:

If necessary, profiled sheeting can be cut into manageable sections for removal. Large sections could become unstable and dangerous to handle.

— Cutting Techniques:

Manufacturer guidelines and best practices for tool usage shall be followed (see also 6.4). Cutting along designated lines to avoid damaging underlying structures is recommended.

— Controlled Deconstruction:

Fasteners (see Clause 8) shall be removed carefully to avoid damaging adjacent sheets or the underlying structure. Controlled force shall be used to detach the profiled sheeting and guide it down to the ground.

— Debris Management:

Designated containers or areas for collecting and sorting removed debris are recommended. Recyclable materials shall be separated from waste. Materials shall be disposed of.

NOTE 1 Attention is drawn to local regulations that can apply regarding the disposal of material.

— Fall Protection:

If working at heights, proper fall protection measures shall be in place, such as safety harnesses and anchors. Appropriate fall prevention systems shall always be used (see also 9.7).

— Work in Teams:

At least two workers shall be involved in the deconstruction process – one performing the removal and the other assisting with safety measures and debris management.

— Communication:

Clear communication among team members is necessary to coordinate actions and to ensure everyone's safety during the deconstruction process.

— Regular Inspections:

Periodic inspections of the remaining structure is necessary for any signs of instability or weakness caused by the removal of profiled sheeting. Reinforcement or bracing areas can be necessary.

— Weather Considerations:

Weather conditions shall be recognized, especially wind, which can affect the stability of the sheets during removal.

— Documentation:

The deconstruction process shall be documented with photos or notes, especially if it is necessary to refer back to the process in the future.

NOTE 2 Safety is paramount during every step of the deconstruction process. Attention is drawn to local regulations, industry best practices, and manufacturer guidelines for the tools and materials being used.

1. 
   (normative)
   
   Basic requirements for profiled sheeting
   1. General

This annex contains basic requirements for profiled sheeting, if not otherwise specified.

This annex does not cover composite metal decks.

Figure A.1 shows the basic structure of a trapezoidal sheet and Figure A.2 that of a liner tray wall.

Key

Figure A.1 — Basic structure of a trapezoidal sheet

Key

Figure A.2 — Basic structure of a liner tray wall

• 1. Supporting members
     1. Materials

Supporting members shall be made of steel, corrosion protected steel, stainless steel, aluminium, timber, concrete or masonry.

• • 1. Shear forces/fixed points

Fixation in the valley of the profiled sheet can transfer shear forces. Where the attachment is via the top flange, the shear forces shall be absorbed by a special fixed point.

For those cases where due to practical reasons the location of the fixation will be changed from the valley of the profiled sheet to the crown, the shear force design shall be performed again.

When detailing fixed points, the structural members and profiled sheeting and the supporting member concerned shall be designed and detailed for the respective shear forces.

NOTE In general for shear force design an additional fixation point is required.

• 1. Edges of laying area
     1. Longitudinal decking edge trims

Edge stiffening plates can be implemented as one or two pieces as in Figure A.3. The sheet thickness of edge stiffening plates shall be at least t = 1,0 mm.

Dimensions in millimetres

a) Attachment of profiled sheeting at longitudinal overlap (eL see 8.5)	b) Edge stiffening using edge stiffening profile
c) Edge stiffening support made from steel, concrete or timber	d) Attachment of longitudinal edge with a continuous steel or timber profile attached to the wall

Figure A.3 — Examples of decking edge trims

• • 1. Weakening of the cross section

Without verification, localized weakening of the cross section of the profiled sheet, e.g. due to mechanical attachment of thermal insulation or to suspensions for installations, shall only be permitted under the following conditions:

a) Hole diameter dn ≤ 10 mm

b) Hole diameter dn ≤ 4 mm

• • 1. Reinforcements and double layers

The load-bearing capacity of trapezoidal and sinusoidal sheet or liner trays may be increased by use of reinforcing profiles e.g. by means of additional structural members and profiled sheeting or overlap of side laps and ribs. Trapezoidal and sinusoidal sheet can also be reinforced by means of double layers. Double layer means the longitudinal complete overlap of two sheets.

Reinforcing profiles shall be installed in such a way that the existing profile geometry of the profiled sheeting is not altered – not even at the points where it is attached to the supporting member.

In the case of double layers, the cross-sectional and design values for each layer may be fully utilized if provision is made to support the bottom flange of the upper layer. If profiled sheets’ geometry causes a gap between the sheets, the gap can be filled by inserting metal strips in the bottom flange of the lower layer (Figure A.4). The metal strips shall be arranged above the support and at least once in the field and fixed in place (e.g. by adhesive bonding). The position and number of metal strips shall be taken into account when determining the internal forces for the whole system. A composite diaphragm shall not be used. The length of the spacing strip shall be used as the width of the support of the upper layer in the structural analysis.

NOTE Reinforcement layers are only necessary if required by the design e.g. if coupling bars have been inserted in the static model or if the full support reactions of both profiles are applied to the supports.

Key

Figure A.4 — Double layers

The side laps of the lower layer shall be connected by rivets or screws in accordance with 8.3 and 8.5.

• • 1. Avoidance of ice damming

Ice damming can be avoided if suitable measures are taken at the planning stage, such as:

— avoid roof overhangs or at least insulate them;

— avoid shadows on roofs or use heating;

— equip areas that are at risk with roof heating;

— install a watertight roof supporting member up to 3 m inwards from the roof and connect this to the gutter;

— do not have the flow direction/roof pitch in the cold areas of the roof;

— heat the gutters, especially interior constructions;

— avoid bends in downpipes;

— keep drains free, maintain gutters and downpipes;

— run gutter heating into the downpipes and down as far as the area where the ground is frost-free;

— consider the risk of rupture with hanging gutters;

— keep snow distributed over the roof (lots of individual snow stoppers instead of fewer linear constructions);

— connect the vapour barrier to the gutter and use as an emergency drain;

— protect fall arrest systems, walkways and other obstacles against the accumulation of snow and ice by means of snow guards;

— minimize or completely avoid thermal bridges;

— avoid large differences in heat insulation factors.

The planner shall check whether individual measures suffice or whether several need to be combined to be adequately effective.

• 1. Building physics requirements
     1. General

The necessary analyses and detailing for thermal insulation, moisture protection, noise control and fire protection shall be carried out taking the combined effect of all building materials and elements of the respective system into consideration as specified in the relevant provisions.

• • 1. Water permeability

A complete assembly of all roof and wall systems shall be water impermeable (resistant to driving rain or drifting snow), i.e. the assembly that is to be installed in a building, including the product and its coatings, factory applied seals, standard joints, site applied seals, representative flashings, and a method of fixing.

When correctly manufactured and if satisfying an appropriate visual inspection the profiled sheeting may be impermeable to water. The water permeability of the assembly is a function of its installation and is only relevant to the joints and fixings.

• • 1. Thermal insulation

Thermal bridges shall be minimized.

• • 1. Avoidance of condensation/moisture protection
       1. General

The heat-transmitting envelope of the building shall be permanently impermeable to air and humidity in accordance with the state of the art.

Under normal conditions a vapour barrier layer with a water vapour diffusion equivalent air layer thickness sd ≥ 100 m should be created to prevent water vapour from moist air diffusing into the roof construction or the wall construction.

When using profiled sheeting for thermally insulated roofs and walls, proof of adequate protection against condensation shall be provided in each individual case. In doing so, consideration shall be given to vapour diffusion and the movement of air (convection). The movement of air in or through the roof or the walls and subsequent condensation as a result of the temperature falling below the dew point shall be prevented.

A vapour barrier layer with a water vapour diffusion equivalent air layer thickness sd ≥ 100 m shall be created to prevent water vapour from moist air diffusing into the roof construction or the wall construction.

• • • 1. Measures against convection

If an airtight layer (“convection barrier”) is required, then it shall be installed to prevent the movement of warm air into the roof construction or the wall construction. It is important that this layer has a large resistance against convection, i.e. there are no holes or cracks, and that it is permanently and carefully connected to its overlap connections and joined to adjacent elements (e.g. by adhesive bonding, thermal or pressure welding, or flange-mounting).

As a rule, this condition is fulfilled for roofs or walls with a convection barrier made of:

— plastic membranes that are hot-air welded or bonded by thermosetting;

— bitumen membranes that are bitumen bonded or torched-on;

— foil that is bonded throughout with suitable age-resistant adhesive tape. A fold in the adhesive seam of the foil on laying is not allowed;

— profiled sheeting if the side and end laps are sealed throughout with suitable age-resistant sealant strips. Edge connections, openings and penetrations should be treated accordingly.

NOTE A double-skin non-ventilated roof will have adequate air impermeability if, on average, there are not more than five thread-forming screws, closed-end blind rivets or tri-fold blind rivets with gaskets or other verifiably tight connections per square metre that penetrate the layer on top of or adjacent to the inner skin.

• • 1. Airborne sound insulation (Rw)

Where required, the airborne sound insulation of a roof or wall construction can be taken from results of tested constructions or can be determined by testing according to the EN ISO 10140 series. The result shall be declared as a single value Rw rating to EN ISO 717‑1.

• • 1. Sound absorption (αw)

Where required, the sound absorption of a roof or wall construction can be taken from results of tested constructions or can be determined by testing according to EN ISO 354. The result shall be declared as αw rating to EN ISO 11654.

• • 1. Protection against lightning

Metal roof coverings are suitable for use as natural elements of a lightning protection system as specified in EN 62305‑3.

According to EN 62305‑3 a metal roof can be used as a “natural arrester” if certain prerequisites (see EN 62305‑3:2011, 10, 5.2.5, Table 3) are fulfilled. It shall arrest the lightning and direct it to the connection points of the conductors, through which it is earthed. The individual roof elements shall be connected together in such a way that the lightning current can be directed to the connection points of the conductors and thus safely to the earthing system. The metal roof shall be electrically connected to earth in a safe manner. It shall be carried out professionally, i.e. as specified in the technical rules to be adopted, and connected to its supporting member in a structurally sound manner. It shall be inspected after every lightning strike and possibly repaired.

The verification of suitability of a metal roof as an arrester is given in the following cases:

a) The roof is made of bare metal (aluminium, alloy galvanized steel) or possibly other materials as specified in EN 62305‑3.

b) The roof is made of coated metal and the individual parts are joined together using screws or rivets, or by welding or brazing. If the connections are bare, a) applies.

c) The roof is made of coated metal and the individual parts are not screwed or riveted, welded or brazed, but folded, clamped, pressed, crimped, pushed into each other or laid on top of each other. Then the fabricator of the roof shall produce a test report based on EN 62305‑3 which shows that the roof is suitable as a “natural arrester”.

• 1. Roof drainage

Roof areas should have a continuous downward pitch to the water drain. Local roof areas without any slope (pitch = 0°) necessitate special measures, e.g. arrangement of the drains at the points of maximum deflection. Where possible blockage of the drains can lead to flooding of the roof area, emergency drains (see the EN 12056 series) should be envisaged at the side of the roof.

The roof pitch can be as small as 3-5 degree if, in accordance with the state of the art, additional sealing measures are adopted.

Dimensions in millimetres

Key

Figure A.5 — End lap — roof covering

For roof coverings with profiled sheeting, the minimum roof pitch shall not be less than 3°.

The overlapping of the end lap shall always be chosen as a function of the roof pitch (see Figure A.5). Recommendations are given in Table A.1.

Table A.1 —Recommended minimum overlapping lengths

The minimum roof pitch is not applicable (locally) to the ridge area if, in the areas with pitches less than or equal to 3° (5 %) (e.g. curved roofs), the roof elements are not connected along the ridge between the eaves.

In addition, reference is made to EN 12056‑1 and EN 12056‑3.

Overlappings around openings are also covered by this clause.

1. 
   (normative)
   
   Additional design requirements for profiled sheeting
   1. General

This annex concerns provisions which the designer shall take into account, if not otherwise specified.

This annex does not cover composite metal decks.

Actions of the structural members and profiled sheeting shall be taken into account when supporting members are designed. The effect of continuity on the support reaction can be ignored for continuous loads if the profiled sheeting spans more than two spans and the spans do not differ from each other by more than 20 %.

Water ponding should be avoided (see also A.5). If water ponding is possible (e.g. roof pitches smaller 2 % and a unfavourable drainage arrangement), the action “water ponding” should be considered as follows: Permanent load and in addition the load in the water pond as a result of the deflection of the profiled sheeting due to this action combination.

NOTE For liner trays the self-weight of direct fixed outer shells up to gd = 0,23 kN/m2 could be neglected.

• 1. Serviceability

It is possible to have a connection in the top or bottom flange of the trapezoidal or sinusoidal profiled sheeting.

When selecting the fasteners, the requirements of the supporting member (e.g. material, thickness), shall be considered.

The deflections of profiled sheeting shall be limited depending on the field of application for load combinations according to EN 1990:

for roofs

for walls

for floors without composite action under imposed loads

• 1. Widths of supports

Minimum support width are given in Table B.1. In case of installation on narrow supports, e.g. tubes, special installation provisions shall be taken into account to reduce the values in Table B.1.

During installation, if the profiled sheet is not attached to the supporting member immediately after laying, the width of the support including overlapping shall be large enough for safety reasons.

Table B.1 — Minimum support widths

• 1. Supports made of concrete or masonry

In the case of these supports, adequately anchored, continuous elements to which the profiled sheeting can be connected, e.g. anchor bodies or fastening rails, preferably made of steel, shall be installed (see Figure B.1). Built-in parts made of flat steel shall have a thickness of at least 8 mm (see also 8.5.6).

If the width of the supports is more than 10 % of the calculated span, the supports shall be installed so that they protrude above the concrete surface, in accordance with the deflection curve of the profiled sheeting.

In exceptional cases, e.g. for refurbishment of an old building, where there is no supporting component, the profiled sheeting may be attached directly to the supporting member. If the formation of condensation cannot be ruled out, direct contact with a support made of concrete shall be avoided.

Dimensions in millimetres

a) Connection with attachment rail embedded flush with top face of concrete support	b) Connection with protruding attachment rail embedded in concrete support
c) Connection with flat steel bar flush with top face of concrete	d) Attachment with hat-shaped profile anchored in the support
e) Direct connection flush with top edge of concrete (mainly refurbishment of an old building or reparation)

Key

Figure B.1 — Examples of support design for concrete or masonry

• 1. Walkability
     1. Walkability during installation

During installation, i.e. while the profiled sheeting is not completely or permanently fixed, the profiled sheeting may only be walked on for essential activities, e.g. related to installing the roof.

Profiled sheeting may only be walked on if load-dispersal measures are adopted (e.g. wooden planks in accordance with strength class C24 with a cross-section of 4 × 24 cm and a length greater than 3,0 m).

If the profiled sheeting span does not exceed the limiting value Llim determined in tests according to EN 1993‑1‑3:2024, A.5.6, then load-dispersal measures may be omitted.

• • 1. Walkability and access after installation

After installation, the profiled sheeting may only be walked on by single individuals for the purpose of its maintenance and cleaning.

Profiled sheeting may only be walked on if load-dispersal measures are adopted (e.g. wooden planks in accordance with strength class C24 with a cross-section of 4 × 24 cm and a length greater than 3,0 m).

If the profiled sheeting span does not exceed the limiting value Llim determined in tests according to EN 1993‑1‑3:2024, A.5.6, then load-dispersal measures may be omitted (see also EN 1993‑1‑3:2024, 9.4.2).

For access it is advisable to install walkways to units requiring regular maintenance or operational elements (e.g. continuous roof lights, chimneys, heating plants, photovoltaic).

• 1. Cantilevers

The unsupported end of cantilever profiled sheeting shall carry a load for access reasons (walkability and weight of person, for load values see the EN 1991 series) and shall be specified. A static calculation can verify the need of load dispersion. If necessary, the load shall be dispersed over a width of at least 1,0 m. If the static calculation shows that this load can only be carried by an additional transverse element, this element shall be connected to each profile rib so as to resist tension.

If the length of the cantilever is larger than L/10 or 300mm, a design according to EN 1993‑1‑3 is required.

Load dispersal can occur, for example, via angled sheet or timber planks (see Figure B.2).

Dimensions in millimetres

Key

Figure B.2 — Examples of cantilevers

• 1. Effective load width
     1. Effective load width for non-composite slabs under point or line loads

The load transmission width for composite slabs bm is defined in EN 1994‑1‑1:2004, 9.4.3.

Floors for which adequate load dispersal has not been verified shall only be required to sustain the load of lightweight partitions (in any position) in addition to the loading by imposed loads.

• • 1. Load dispersal by means of other structural members

lf load dispersal is effected, for example, by means of steel profiles, shaped steel sheet elements, timber planks, precast concrete slabs or similar elements, then structural adequacy of these is to be verified.

1. 
   (normative)
   
   Installation records

The installation records should document the state and progress of the installation works as well as all noteworthy incidents in the construction of the building. The installation records form an important part of the building files after completion of the works.

By agreement, the construction site management is obliged to keep daily installation records.

It is recommended to fill out the installation records daily by the operatives and signed by the construction manager.

The installation records should include, if not otherwise specified:

a) building project, interfaces between involved parties, start of work, deadlines;

b) if carried out in stages, also deadlines of stages;

c) building site manager and possible change of building site manager;

d) documentation of inspection of packaging and contents see 5.2, 6.2 and 9.8;

e) date, weather;

f) number of craftsmen;

g) times of start and finish of the works/shifts;

h) interruptions and delays to the works and their cause;

i) machines and materials used;

j) meetings, with names/start and finish/signatures of participants;

k) topics covered at meetings as keywords with reference to minutes taken;

l) installation of elements that will no longer be accessible later and their acceptance;

m) actual or supposed defects and damage;

n) changes during the construction phases, the initiator and the reason for them;

o) receipt of drawings, amendments and corrections, and their approval;

p) exceptional incidents (such as heavy rain, storms or accidents).

1. 
   (normative)
   
   Geometrical tolerances
   1. General

Permitted deviations for essential and functional tolerances are given

— for cold-formed profiled sheeting,

— for cold-formed members including custom cold rolled closed and hollow sections,

— for punched holes.

if not otherwise specified.

The dimensional checks shall be carried out using suitable equipment having a sufficiently high accuracy.

• 1. Essential and functional manufacturing tolerances – Cold-formed profiled sheeting

The essential and functional manufacturing tolerances for cold-formed profiled sheeting are given in Table D.1

Table D.1 — Essential and functional manufacturing tolerances — Cold-formed profiled sheeting

Dimensions in millimetres

No	Criterion		Parameter	Permitted deviation Δa
				Essential		Functional
1	Depth of profile:		h	h ≤ 50	±1,0	—
				50 < h ≤ 100	±1,5
				h > 100	±2,0
2	Depth of grooves/:		hr	+3	−1	—
			vs	+2	−0,15 × v ≤ 1
3	Position of grooves/bends:		ha, hb, hsa, hsb bk	±3		—
4	Width of the top and bottom flanges:		b	+4/−1		—
5	Cover width:		w	Trapezoidal profiles		—
				h ≤ 50	±5,0
				h > 50	±0,1 × h ≤ 15
				Sinusoidal profiles
					±0,01 × w
				Liner trays
					±5,0
6	Pitch of profile		bR	Trapezoidal profiles		—
				h ≤ 50	±2,0
				50 < h ≤ 100	±3,0
				h > 100	±4,0
				Sinusoidal profiles
					±3,0
7	Variation in cover width:		w3	(w1 + w2)/2 − tolerance ≤ w3		—
				≤ (w1 + w2)/2 + tolerance
8	Bend radius:		r	General		—
					±2
				Sinusoidal profiles
					±10 %
9	Straightness:		δ			2,0 mm/m of sheet length, not more than 10 mm
10	Panel length:		l			L ≤ 3 000	+10/−5
						L > 3 000	+20/−5
11	Edge waviness of the side lap:		W			W ≤  ± 2,0 over a length of 500
12	Hole diameter		dn	dn ≤ ∅ 5	±0,2	—
				dn > ∅ 5	+0,2/−0,4
				In case of additional coating after profiling the measurement shall be done without additional coating
13	Hole pitch		ux	+2,0/−1,0 mm		—
	Offset		v	±2,0 mm
	Row spacing		uy	±2,0 mm
	Edge spacing		eg, es	The minimum values to be complied will be specified during type testing
	Total number of rows (transversal direction)			±0 (The number shall be specified by the manufacturer during type testing) ±3 % (In case of completely perforated sheets)
	Total number of rows per meter (longitudinal direction)			±3 % (The number shall be specified by the manufacturer during type testing)
Trapezoidal deck with top re-entrant stiffener
14	Height of the flange embossment		def	def	−0,5/+1,0	—
15	Width of stiffener		ws	ws ± 1,0		—
16	Depth of web embossment		dew	dew	−0,5/+1,0	—
17	Height of profile		h	h ± 1,0		—
Re-entrant dove-tail deck
18	Height of the flange embossment		def	def	−0,5/+1,0	—
19	Width of dove-tail		wd	wd ± 1,0		—
20	Height of dove-tail		hd	hd ± 1,0		—
21	Depth of web embossment		dew	dew	−0,5/1,0	—
Decking, general
22	Pitch		br	h ≤ 50	±2,0	—
				50 < h ≤ 100	±3,0
				h > 100	±4,0
a If not explicitly mentioned in this table, the permitted deviations are valid for all profile types.

• 1. Essential and functional manufacturing tolerances – Cold-formed members including custom cold rolled closed and hollow sections
     1. Press braked or folded members

Table D.2 — Essential and functional manufacturing tolerances press braked or folded members

Dimensions in millimetres

No	Criterion	Parameter		Permitted deviation Δ
				Essential	Functional
					Class 1	Class 2
1	Internal element width:	Width A between bends:		−Δ = A/50 (no positive value given)
		t < 3 mm:	Length < 7 m		Δ =  ± 3	Δ =  ± 2
		t < 3 mm:	Length ≥ 7 m		Δ = −3/+5	Δ = −2/+4
		t ≥ 3 mm:	Length < 7 m		Δ =  ± 5	Δ =  ± 3
		t ≥ 3 mm:	Length ≥ 7 m		Δ = −5/+9	Δ = −3/+6
2	Outstand element width:	With BD between a bend and a free edge:		−Δ = BD/80 (no positive value given)
		Mill edge:	t < 3 mm		Δ =  ± 6	Δ = −2/+4
		Mill edge:	t ≥ 3 mm		Δ =  ± 6	Δ = −3/+5
		Sheared edge:	t < 3 mm		Δ =  ± 5	Δ = −1/+3
		Sheared edge:	t ≥ 3 mm		Δ =  ± 5	Δ = −2/+4
3	Straightness for components to be used unrestrained:	Deviation δ from straightness		Δ =  ± L/750	—	—
4		Convexity or concavity		—	Δ =  ± D/50	Δ =  ± D/100
5		Internal bend radius R		—	Δ =  ± 2	Δ =  ± 1
6		Angle θ between adjacent components		—	Δ =  ± 3°	Δ =  ± 2°

NOTE BD is the width of flange – theoretical requirement used for static calculations

• • 1. Roll-formed members

For roll-formed members EN 10162:2003, 7.4.3, 7.4.5, 7.4.6, 7.4.7 applies. Additionally is given:

— The minus tolerance on the height of the lip of the edge stiffeners shall conform to the following:

— The minus tolerance on the height of the lip of each individual edge stiffener shall not be larger than 10 % of the nominal lip height, with a maximum of minus 2 mm.

— The average tolerance on the height of the lip of all the edge stiffeners in each cross-section along the member length shall not be larger than half of the permitted minus tolerance for outside dimensions limited by one radius and a free edge (EN 10162:2003, Table 2).

— Positive tolerance is a functional tolerance.

A functionality requirement might be the possibility to install fasteners or to nest the profiles for more effective transport, which could limit the positive tolerance value. In such cases the installation specification shall specify the smaller values.

All measurements to verify the cross-sectional shape and dimensions, shall be carried out at a distance of at least 250 mm from the end of the sections to exclude any influence of end-flare on measured results.

The thickness of the section shall be measured on the flat sides of the section.

Straightness and twisting of a section shall be checked over the entire length of a section resting on a flat base.

The length shall be measured along the centreline of the largest surface.

• 1. Essential manufacturing tolerances – Punched holes

Unless otherwise specified punched holes shall conform to the following (Figure D.1):

i. The height of the clean-cut surface hs shall be minimum 1/5 of the sheet thickness.

ii. The hole clearance Δ2 shall not exceed 1/10 of the sheet thickness.

iii. The burrs Δ1 shall not exceed 1/10 of the sheet thickness but smaller or equal 0,50 mm.

Figure D.1 — Permitted distortions of punched holes

Notches and re-entrant corners shall be rounded off with a minimum radius r of:

— 5 mm for thicknesses greater than 4 mm and 1,0 t for thicknesses up to 4 mm for EXC2 and EXC3;

— 10 mm for EXC4.

1. 
   (normative)
   
   Corrosion protection by metallic coating with or without organic coatings
   1. Corrosion protection

In this annex general requirements are given, if not otherwise specified. Special conditions shall be checked at any site.

NOTE 1 National publications concerning corrosion resistance are listed in the bibliography.

Cold-formed members can be protected against corrosion by means of metallic coatings as specified in EN 10346 (designation of coating mass Z, ZM, ZA or AZ), as per the provisions in Tables E.2 and, if necessary, by means of an additional organic coating as specified in EN 10169, as per the provisions in Table E.6 and Table E.7, or protected against corrosion by means of metallic coatings as specified in EN ISO 1461 (designation HDG, Hot Dip Galvanizing) without any organic coating.

Hot dip galvanizing after manufacture to EN ISO 1461 may also be used. The duration of protection to the corrosivity category shall be proven. EN ISO 9223 and the EN ISO 14713 series give indicative guidance.

NOTE 2 Light gauge cold-formed components often lack inherent stiffness during post-galvanizing. Long components composed of thin material can be susceptible to twisting due to stress relieving at the elevated temperature of the zinc bath.

Table E.1 — Corrosivity categories for atmospheric environments and examples of typical environments according to EN ISO 12944‑2

Table E.3 to Table E.5 give minimum requirements for metallic and organic coating in relation to the relevant inner and outer atmosphere. Metallic coating thicknesses are given in Table E.2. Examples for organic coatings are given in Table E.6 and Table E.7.

Table E.2 — Examples of the expected protection time of continuous hot-dip coatings (without organic coating)a (see also E.2.1)

Table E.3 — Corrosivity categories/duration of protection for wall systems/requirements for coatings

Table E.4 — Corrosivity categories/duration of protection for roof systems

Table E.5 — Corrosivity categories/durations of protection of profiled sheeting in floor and ceiling systems

The classification into corrosivity categories shall be carried out as specified in EN ISO 12944‑2.

NOTE 3 Differing corrosivity categories can occur locally. The detailing has an important impact on the corrosion behaviour of a construction.

In case of red rust on metallic coated material the safety of the installed products shall be checked and they shall be replaced, if necessary. In case of a delamination of organic coated material, it is possible to re-paint the products to reconstitute the construction.

In the case of more-demanding requirements, special agreements between the purchaser and the supplier are necessary.

• 1. Suitability of corrosion protection
     1. Selection

The requirements given in E.2.2 and E.2.3 are not applicable to coatings to EN ISO 1461, but the examination of suitability and monitoring shall be performed according to EN 1090‑2.

Abbreviations used in the tables:

Table E.6 — Examples of coating systems (coil coating) based on liquid and powder coating materials hot-dip coated steel coils or flat products

Table E.7 — Examples of coating systems (batch coating) based on liquid and powder coating materials on hot-dip coated steel coils or flat products

• • 1. Examination of suitability (initial inspection)
       1. General

The tests for the various coating processes/coatings and corrosivity categories listed in Table E.9 are described below. After they have been produced, samples shall be stored as specified in EN ISO 12944‑6 until the start of the test. The evaluation shall be carried out immediately after the end of the test unless stipulated otherwise in the test specification. The evaluation shall be undertaken in accordance with standards and the evaluation criteria given in Table E.9. Testing of the coating shall be carried out on samples from current production.

• • • 1. Coating mass/coating thickness

The provisions of EN 10346 shall apply to the determination of the coating mass.

The provisions in EN 13523‑1 shall apply to the determination of the coating thickness. Measurement of the coating thickness (≥150 µm) of PVC plastisol with an outside micrometre is permitted. At least five individual measurements shall be made at each measuring point. The mean value shall then be determined from the measurements. The provisions in ASTM D 5796 shall apply to the determination of the coating thickness by mechanical means. The choice of measuring points shall be made as specified in EN 10169:2022, 7.5.2. For the coating thickness, the tolerances given in EN 10169:2022, 6.2.2, Table 2 shall apply.

Examples of thicknesses of the coatings currently used in coil coating are shown in Table E.5 and examples of thicknesses of the coatings currently used in batch coating are shown in Table E.6.

The coating thicknesses given in Table E.5 and E.6 are nominal layer thicknesses. Although the position of the measuring points is not specified, the measuring points shall be located in those areas of the elements where based on experience the thinnest coating thickness is to be expected. The method of measurement (type and manufacturer of the measuring equipment, type of calibration) shall be agreed. Unless otherwise agreed, the following criteria shall apply to the acceptance of the thickness of the dry layer determined as specified in EN ISO 2808:

— the arithmetic mean of all individual values of the dry film thickness shall be equal to or greater than the nominal dry film thickness (NDFT);

— all individual values of the dry film thickness shall be equal to or greater than the nominal dry film thickness (NDFT) or be over 80 % of the NDFT;

— individual values of the dry film thickness between 80 % of the NDFT and the NDFT are acceptable provided that the respective number of measurements is less than 20 % of the total number of individual measurements;

— all individual values of the dry film thickness shall be smaller than or equal to the specified maximum coating thickness.

Care shall be taken to ensure that the nominal layer thickness is achieved and that areas with an excessive coating thickness are avoided. It is recommended that the maximum coating thickness (individual value) should not be more than three times the nominal layer thickness. If the highest coating thicknesses are exceeded, the contracting parties shall reach an agreement based on technical considerations. For some coating materials or systems there is not a critical maximum coating thickness. Consideration shall be given to the information contained in the coating material manufacturer’s technical data sheet.

In case of textured and embossed surfaces the nominal coating thicknesses shall be defined and the minimum limits shall be met.

• • • 1. Condensed-water test

The test shall be carried out as specified in EN 13523‑26 and EN ISO 12944‑6.

• • • 1. Salt spray test

The test shall be carried out as specified in EN 10169.Besides the requirements in EN 10169, two bends with an internal radius R of 3 mm or 3T (see EN 13523‑7) shall be envisaged for each of the longitudinal edges of coil-coated sheet that is intended to be profiled. As a result of the bends, the surface to be tested is elongated and compressed. The test specimens shall have the shape of a trapezoid (see Figure E.1) or be as specified in EN 13523‑8.

Dimensions in millimetres

Key

Figure E.1 — Salt-spray test specimen

• • • 1. Adhesive strength of coil coating after cupping

Tests shall be carried out as specified in EN 13523‑6 without artificial aging with a cupping depth of 4 mm (see also Table E.9). The evaluation shall be carried out as specified in EN ISO 2409. The maximum permitted cross-cut value is 1.

• • • 1. Testing of workability and formability, crack testing after bending

The coil coated sheet shall be tested as specified in EN 13523‑7 (see also Table E.9).

Shaped elements shall only be subjected to visual inspection of crack formation as specified in EN 13523‑7:2021, 5.2 on two shoulders of bends with the greatest amount of deformation.

• • 1. Monitoring
       1. General

It shall be the responsibility of the coil or batch coater and of the component producer to check that the stipulated properties for a corrosion protection system are adhered to (E.2.2). The type and scope of the tests to be performed are given in Table E.9. If coil coated strip or sheet is deformed after coating, thereby subjecting the corrosion protection system to more stringent conditions, particular demands are placed on these products with respect to monitoring.

If cold-formed structural members and profiled sheeting made of steel are used for load-bearing purposes in structural engineering, they shall also be subjected to monitoring with regards strength requirements and dimensions. In this respect, the monitoring of the corrosion protection system only constitutes a part of the overall monitoring.

• • • 1. Type testing

The suitability of a coating system in principle shall be verified by preliminary investigations. This verification shall be provided by the coater and the manufacturer of the coating material in the course of the type testing (see Table E.10). For this, natural weathering tests as specified in EN ISO 2810 and laboratory tests as specified in Table E.9 shall be carried out. The requirements are specified in Table E.9. For natural weathering provisions are given in EN 10169, EN 13523‑10, EN 13523‑19, and EN 13523‑21 for coil coated material.

The parameters of the coating material and the coating shall be reported in an report as part of the documentation of the verification of suitability.

The type testing for corrosivity categories C2 to C5 shall be carried out by the coater. The report can be submitted to the third party.

During type testing, the corrosion protection system is assigned a corrosivity category as in this document or a specified special loading.

For every corrosion protection system, the scheduled tests as specified in E.2.2 shall be carried out on at least three samples from different coating batches per coating line. Where necessary, the third party can impose requirements in addition to those in Table E.10.

In the case of the sample for type testing, the thickness of the organic coating (including priming coat) shall not exceed that of organically coil coated flat products. The thickness of the organic coating of the sample for type testing has to be in the lower bound of the coating thickness tolerance of the nominal thickness according to EN 10169.

A report on type testing shall be prepared and shall also serve as the basis for the factory production control (FPC) and regular inspections. The report shall contain all data that are necessary for the factory production control and regular inspections, including the nominal and minimum coating thicknesses of the respective coating system and the corresponding corrosion category.

The type testing shall be repeated when there is a change in the coating system or a change in the method of application, however within a period of no more than five years.

• • • 1. Factory production control (FPC)

The factory production control (FPC) (see Table E.10) at the coil coater shall be in accordance with Table E.9. The tests shall be performed for every coating batch per coating line.

The factory production control at the component fabricator and the batch coater shall be carried out according to Table E.10. The tests at the batch coater shall be performed on every batch but at least twice per shift.

If requested, the coating thickness of the organic coating shall be confirmed by means of an inspection document as specified in EN 10204.

The nominal layer thickness stipulated for a corrosion protection system during ITT shall be used as a basis during the monitoring.

NOTE It is permissible at the batch coating plant to take samples from an additional test specimen that is coated together with the production batch under the same conditions.

The results of FPC shall be documented, evaluated in accordance with the requirements of this document, stored for at least five years and made available in case of complaints.

• • 1. Galvanic corrosion

Coated structural members and profiled sheeting can be installed together with other metals.

Consideration shall be given to material compatibility when installing structural members and profiled sheeting, connections and fasteners made from different metals. Guiding principles are given in Table E.8, EN 1993‑1‑3:2024, Annex B and in EN ISO 14713‑1.

Areas of contact shall be separated permanently by means of additional coatings or barrier layers if there is a possibility of corrosion because of contact between structural members and profiled sheeting, connections and fasteners made from different metals. Materials for fasteners shall always be the same or more noble than the material of the structural members and profiled sheeting that are fastened.

Table E.8 — Galvanic corrosion for corrosivity categories C2 and C3 (informative)

Table E.9 — Testing of corrosion protection systems

Table E.10 — Monitoring (type and extent)