91.080.13 - Steel structures
ICS 91.080.13 Details
Steel structures
Structures en acier
Jeklene konstrukcije
General Information
Frequently Asked Questions
ICS 91.080.13 is a classification code in the International Classification for Standards (ICS) system. It covers "Steel structures". The ICS is a hierarchical classification system used to organize international, regional, and national standards, facilitating the search and identification of standards across different fields.
There are 364 standards classified under ICS 91.080.13 (Steel structures). These standards are published by international and regional standardization bodies including ISO, IEC, CEN, CENELEC, and ETSI.
The International Classification for Standards (ICS) is a hierarchical classification system maintained by ISO to organize standards and related documents. It uses a three-level structure with field (2 digits), group (3 digits), and sub-group (2 digits) codes. The ICS helps users find standards by subject area and enables statistical analysis of standards development activities.
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This document describes the test and assessment procedure for determining the contribution of reactive fire protection systems to the fire resistance of solid steel bars used as tension members, when exposed to the standard temperature/time curve specified in EN 1363-1. In special circumstances, where specified in National Building Regulations, there can be a need to subject reactive fire protection systems to a slow heating curve (smouldering fire) as defined in EN 1363-2. The corresponding test and assessment procedure are described in Annex E. The fire protection performance is determined by testing mechanically loaded steel bars in horizontal orientation. Information regarding the testing of additional unloaded specimens is given to assess the influence of the bar orientation and smouldering fire behaviour.
The principles of the testing and assessment procedure can also be applied for other section shapes such as angles, channels and flats. This document does not include steel bars used as reinforcement in concrete construction.
The document is applicable to steel bars up to a maximum diameter of 130 mm. In the case of rectangular bars, the maximum edge length shall be limited to 130 mm with a maximum aspect ratio of 2:1 against the shorter edge length.
The test programme and the assessment are designed to cover:
- a range of valid fire protection classification periods;
- a range of thickness of the applied reactive fire protection system;
- a range of steel bar dimensions and profiles;
- a range of specified design temperatures;
- a range of load utilisation factors in case of fire;
- a range of bar orientation.
This document also provides the assessment procedure, which prescribes how the analysis of the test data shall be made and gives guidance on the procedures by which interpolation shall be undertaken. The assessment procedure is used to establish:
a) on the basis of data derived from mechanically loaded testing steel bar, any practical constraints on the use of the reactive fire protection system under fire test conditions (the physical performance);
b) on the basis of the temperature data derived from testing steel bar the thermal properties of the reactive fire protection system (the thermal performance).
The limits of applicability of the results of the assessment arising from the fire test are defined together with permitted direct application of the results to different steel types and sizes over the range of thicknesses of the applied reactive fire protection system tested.
- Standard71 pagesEnglish languagee-Library read for1 day
This document describes the test and assessment procedure for determining the contribution of reactive fire protection systems to the fire resistance of solid steel bars used as tension members, when exposed to the standard temperature/time curve specified in EN 1363-1. In special circumstances, where specified in National Building Regulations, there can be a need to subject reactive fire protection systems to a slow heating curve (smouldering fire) as defined in EN 1363-2. The corresponding test and assessment procedure are described in Annex E. The fire protection performance is determined by testing mechanically loaded steel bars in horizontal orientation. Information regarding the testing of additional unloaded specimens is given to assess the influence of the bar orientation and smouldering fire behaviour.
The principles of the testing and assessment procedure can also be applied for other section shapes such as angles, channels and flats. This document does not include steel bars used as reinforcement in concrete construction.
The document is applicable to steel bars up to a maximum diameter of 130 mm. In the case of rectangular bars, the maximum edge length shall be limited to 130 mm with a maximum aspect ratio of 2:1 against the shorter edge length.
The test programme and the assessment are designed to cover:
- a range of valid fire protection classification periods;
- a range of thickness of the applied reactive fire protection system;
- a range of steel bar dimensions and profiles;
- a range of specified design temperatures;
- a range of load utilisation factors in case of fire;
- a range of bar orientation.
This document also provides the assessment procedure, which prescribes how the analysis of the test data shall be made and gives guidance on the procedures by which interpolation shall be undertaken. The assessment procedure is used to establish:
a) on the basis of data derived from mechanically loaded testing steel bar, any practical constraints on the use of the reactive fire protection system under fire test conditions (the physical performance);
b) on the basis of the temperature data derived from testing steel bar the thermal properties of the reactive fire protection system (the thermal performance).
The limits of applicability of the results of the assessment arising from the fire test are defined together with permitted direct application of the results to different steel types and sizes over the range of thicknesses of the applied reactive fire protection system tested.
- Standard71 pagesEnglish languagee-Library read for1 day
(1) EN 1994-1-2 gives rules for the design of steel-concrete composite structures for the accidental design situation of fire exposure. It only identifies differences from, or supplements to, rules for normal temperature design.
(2) EN 1994-1-2 only applies to structures, or parts of structures, that are within the scope of EN1994-1-1 and are designed accordingly.
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1.1 Scope of EN 1993-1-11
(1) EN 1993-1-11 provides rules for structural design of tension components made of steel, in addition to other parts of EN 1993, for use in structures made of steel or other materials such as concrete, steel-concrete composite and timber.
(2) EN 1993-1-11 covers the resistance, serviceability and durability of steel tension elements.
(3) The following items/aspects are outside the scope of EN 1993-1-11:
— pre- or post-tensioned systems in accordance with EN 1992-1-1;
— reinforcing steel as part of a concrete structure in accordance with EN 1992-1-1;
— tension components in piling;
— detailed design of terminations.
1.2 Assumptions
(1) Unless specifically stated, EN 1990-1, EN 1991 (all parts) and EN 1993-1 (all parts) apply.
(2) The design methods given in EN 1993-1-11 are applicable if:
— execution quality is according to EN 1090-2; and
— the construction materials and products used are as specified in the relevant parts of the EN 1993 series, or in the relevant material and product specifications.
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1.1 Scope of EN 1993-6
(1) EN 1993-6 provides rules for structural design of crane supporting structures.
(2) EN 1993-6 is applicable to crane supporting structures, especially to indoor and outdoor overhead crane runway beams, of:
a) overhead travelling cranes, either:
— top-mounted cranes;
— underslung cranes;
b) monorail hoist blocks.
NOTE The principles of the design rules can be applied to supporting structures of other types of cranes making due allowance for differences in the crane-induced actions, if exist. For example, the design rules for supporting structures of the cranes listed in (2) assume that the horizontal crane loads occur randomly scattered along the runways in general. This assumption does not apply to other cranes such as travelling wall jib cranes.
(3) EN 1993-6 does not apply to the tracks and suspensions of light crane systems conforming to EN 16851, see Figure 1.1.
NOTE The standardized tracks and suspensions of light crane systems are considered as parts of the crane.
[Figure 1.1 — Light crane system]
(4) Additional rules are given for ancillary runway items including crane rails, structural end stops, surge connectors and surge girders and for runway supporting structures.
(5) EN 1993-6 does not apply to cranes and all other moving parts.
NOTE Provisions for cranes are given in EN 13001 (all parts) in general and for bridge and gantry cranes in EN 15011 in particular.
1.2 Assumptions
(1) Unless specifically stated, EN 1990-1, EN 1991 (all parts) and EN 1993-1 (all parts) apply.
(2) The design methods given in EN 1993-6 are applicable if
— the execution quality and tolerances are as specified in EN 1090-2, and;
— the construction materials and products used are as specified in the relevant parts of EN 1993, or in the relevant material and product specifications.
(3) Following interfaces between hoisting device and its supporting structure are assumed:
a) the top of crane rail for top-mounted cranes;
b) the top of flange on which the crane or hoist block operates for underslung cranes and monorail hoist blocks;
c) the support points as shown in Figure 1.1 for light crane systems.
- Draft75 pagesEnglish languagee-Library read for1 day
1.1 Scope of EN 1993 4 1
(1) prEN 1993 4 1 provides rules for the structural design of steel silos of circular or rectangular plan-form, being free-standing (on ground) or supported on a structural framework (elevated).
(2) prEN 1993 4 1 is applicable to silos constructed from isotropic rolled plates that are stiffened or unstiffened, from corrugated sheeting that is stiffened or unstiffened and from flat or corrugated plates assembled into box structures of different geometries. It applies to vertical walls, hoppers, roof structures, transition junctions and support structures.
(3) prEN 1993 4 1 does not apply to storage vessels for silage and haylage, or to the storage of materials that are not free-flowing (see EN 1991 4). This Part 4-1 also does not cover:
- resistance to fire;
- cylindrical silos with internal subdivisions;
- internal structures within a single silo (except for internal ties, as defined in 12.5);
- silos with capacity less than 100 kN (10 tonnes);
- hoppers that are supported on a structural framework;
- cases where special measures are necessary to limit the consequences of accidents.
(4) This document is applicable to silos within the following dimensional limits (see EN 1991-4):
- Silo aspect ratio hb/dc < 10
- Silo total height hb < 70 m
- Silo equivalent diameter dc < 60 m
NOTE These dimensional limitations are more limited than those of EN 1991-4 which also applies to silos constructed from other materials.
(5) Where this standard applies to circular planform silos, the geometric form is restricted to axisymmetric structures, but unsymmetrical actions on them and supports that induce forces in the silo structure that are not axisymmetric are included.
(6) This part is concerned only with the requirements for resistance and stability of steel silos. For other requirements (such as operational safety, functional performance, fabrication and erection, quality control, details like man-holes, flanges, filling devices, outlet gates and feeders, etc.), see other relevant standards and information.
(7) This part is concerned with both isolated silo structures and silos that are connected to others to form a battery of silos, but throughout this document the term silo refers to a single cell within a battery.
(8) Provisions relating to special requirements of seismic design are provided in EN 1998 4, which complements or adapts the provisions of Eurocode 3 specifically for this purpose.
(9) The structural design of supporting structures for the silo are dealt with in EN 1993 1 1. The supporting structure is deemed to consist of all structural elements beneath the bottom flange of the lowest ring of the silo (see Figure 1.1), though information on some forms of support structure is given in Clause 8 of this document.
(10) Foundations in reinforced concrete for steel silos are dealt with in EN 1992 (all parts) and EN 1997 (all parts).
1.2 Assumptions
(1) Unless specifically stated, the provisions of EN 1990, EN 1991 (all parts) and EN 1993 1 (all parts) apply.
(2) The design methods given in EN 1993 4 1 are applicable if:
- the execution quality is as specified in EN 1090 2, and
- the construction materials and products used are as specified in the relevant parts of EN 1993 (all parts), or in the relevant material and product specifications.
Figure 1.1 - Terminology used in silo structures
...
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1.1 Scope of EN 1994-1-1
(1) EN 1994-1-1 gives general rules for the design of steel and concrete composite structures and supplementary provisions specific for buildings.
NOTE Specific rules for bridges are given in EN 1994-2.
1.2 Assumptions
(1) The assumptions of EN 1990-1 apply to EN 1994-1-1.
(2) In addition to the general assumptions of EN 1990-1, the assumptions given in EN 1992-1-1, EN 1992-1-2, and EN 1993-1-1 apply to this document.
(3) EN 1994-1-1 is intended to be used in conjunction with EN 1990-1, EN 1991 (all parts), EN 1992-1-1, EN 1993 (all parts), EN 1997 (all parts), EN 1998 (all parts when steel and concrete composite structures are built in seismic regions), EN 1090-1, EN 1090-2, EN 1090-4, EN 13670 and ENs for construction products relevant to steel and concrete composite structures.
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1.1 Scope of FprEN 1993 2
(1) This document provides rules for the structural design of steel bridges and steel parts of steel-concrete composite bridges.
(2) This document is applicable to the resistance, serviceability and durability of steel bridge structures.
(3) The design of tension components and related parts is covered by EN 1993 1 11.
NOTE For the design of hangers for tied-arch bridges, additional provisions are given in Annex A.
(4) Supplementary requirements for seismic design are given in EN 1998 2.
1.2 Assumptions
(1) Unless specifically stated, EN 1990, EN 1991 (all parts), EN 1998 (all parts) and EN 1993 1 (all parts) apply.
(2) The design methods given in FprEN 1993 2 are applicable if:
- the execution quality is as specified in EN 1090 2 and EN 1090 4, and
- the construction materials and products used are as specified in the relevant parts of EN 1993, or in the relevant material and product specifications.
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1.1 Scope of EN 1993-3
(1) This document provides rules for structural design of towers, masts and chimney structures, that fall into any of the following classifications, with the exceptions given in (3), (4) and (5).
(2) This document is applicable to:
a) self-supporting towers and guyed masts with or without attachments. The shafts of towers and masts can be of lattice type or of circular or polygonal cross-section;
b) chimney structures of circular cross-section that are cantilevered, supported at intermediate levels or guyed.
NOTE 1 The structures are mainly exposed to wind loading.
NOTE 2 For overhead transmission line towers, see also the EN 50341 series.
(3) This document does not apply to:
a) polygonal and circular lighting columns covered by the EN 40 series;
NOTE The EN 40 series specifies the requirements and dimensions for lighting columns and it applies to post top columns not exceeding 20 m height and to post top lanterns and columns with brackets not exceeding 18 m height for side entry lanterns.
b) wind turbine towers (see the EN IEC 61400 series);
c) overhead line towers covered by the EN 50341 series.
(4) This document does not cover special provisions for seismic design, which are given in the EN 1998 series.
(5) Special measures that might be necessary to limit the consequences of accidents are not covered in this document. For resistance to fire, see EN 1993-1-2.
(6) Provisions for the guys of guyed structures are given in EN 1993-1-11 and supplemented in this document.
(7) For provisions concerning aspects such as chemical attack, thermo-dynamical performance or thermal insulation of chimneys, see EN 13084-1. For the design of liners, see EN 13084-6.
NOTE 1 Foundations are covered in the EN 1997 series. See also EN 13084-1.
NOTE 2 Wind loads and procedures for the wind response of structures are specified in EN 1991-1-4.
1.2 Assumptions
(1) Unless specifically stated, EN 1990-1, EN 1991 (all parts) and EN 1993-1 (all parts) apply.
(2) The design methods given in this document are applicable if
- the execution quality is as specified in Annex E and EN 1090-2 and for the execution of chimneys, also in EN 13084-6,
and
- the construction materials and products used are as specified in the relevant parts of the EN 1993 series or, for materials other than steel, in the relevant material and product specifications.
NOTE Execution is covered in this document to the extent that is necessary to indicate the quality of the construction materials and products and the standard of workmanship on site needed to comply with the assumptions of the design rules.
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1.1 Scope of EN 1993-4-2
(1) EN 1993 4 2 provides rules for structural design of vertical cylindrical, conical and pedestal above-ground steel tanks for the storage of liquids and refrigerated liquefied gas products.
(2) This document is applicable to the design for resistance of cylindrical walls and flat bottoms constructed using unstiffened plates. The design of conical and dome roofs as shell structures (unsupported) or as supported on a structural framework (supported) are also covered.
(3) This document is only applicable to the requirements for resistance and structural stability of steel tanks.
(4) Further guidance on design aspects other than the structural design can be obtained from EN 14015 or the EN 14620 series, as applicable.
(5) This document only covers steel tank structures in Tank Groups 1, 2 and 3, as defined in this document.
NOTE Tank Group 4 is not defined in this document (see 3.1.40).
(6) This document is applicable to tanks within the following dimensional limits (see EN 1991-4):
- tank aspect ratio hS/d < 10
- tank total height hS < 70 m
- tank diameter d < 100 m
(7) This document includes suitable rules for the design of tanks intended to store solids suspended in a liquid, where the appropriate global density of the mixture is used.
NOTE Tanks used for the separation of mineral particles of different density fall into this category.
(8) This document does not apply to the following:
a) tanks with gross capacity less than 5 m3 (5 000 l);
b) dished-end tanks that have a diameter less than 5 m;
c) tanks with characteristic internal pressures above the liquid surface greater than 50 kPa (500 mbar) (see pressure equipment directive);
d) design metal temperatures outside the ranges defined in Clause 5;
e) tanks of rectangular and other non-circular planforms;
f) tanks exposed to fire;
g) floating roofs and floating covers;
h) ancillary structures such as stairways, platforms, nozzles, piping and access doors.
(9) This document does not cover:
a) the special requirements for seismic design of tanks;
b) the design of a supporting structure;
c) the design of ancillary structures such as stairways, platforms, pipe racks and ladders;
d) the design of an aluminium roof structure on a steel tank;
e) reinforced concrete foundations for steel tanks;
f) the design of a conical hopper;
g) the design of a transition junction between the base of a cylindrical shell wall and a conical hopper;
h) the design of a supporting ring girder in an elevated tank.
1.2 Assumptions
(1) Unless specifically stated, EN 1990-1, the EN 1991 series and the EN 1993-1 series apply.
(2) The design methods given in this document apply if:
- the execution quality is as specified in EN 1090-2, and
- the construction materials and products used are as specified in the relevant parts of the EN 1993 series, or in the relevant material standards, see Clause 5.
NOTE Further guidance on execution and material choice can be obtained from the documents EN 14015 or EN 14620 2, as applicable.
(3) This document applies to axisymmetric structures, but includes the effects of unsymmetrical actions (e.g. wind), and unsymmetrically supported tanks (e.g. on discrete supports).
(4) This document is intended to be used in conjunction with EN 1990-1, with EN 1991-4, with the other Parts of EN 1991, with EN 1993-1-6 and EN 1993-4-1, with the other Parts of EN 1993, with EN 1992 and with the other Parts of EN 1994 to EN 1999 relevant to the design of tanks. Matters that are already covered in those documents are not repeated.
(5) Numerical values for partial factors and other reliability parameters are recommended as basic values that provide an acceptable level of reliability. They have been selected assuming that an appropriate level of workmanship and quality management applies.
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EN 1994-2 gives design rules for steel-concrete composite bridges or members of bridges, supplementary to the general rules given in EN 1994-1-1.
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This document specifies test methods to determine loss of pretension in high-strength bolts due to the presence of coatings on the faying surface(s) of a bolted joint to be used in structural steelwork, when any of the coatings are thick enough to affect the pretension in a bolt in the short term, or can show significant deformation over time under sustained loads (creep-prone materials). The presence within the grip of the bolt of other materials having considerably smaller stiffness than steel, such as insulation, is not included in this test method.
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This document specifies a procedure to determine the slip factor of faying surfaces in slip-resistant (friction) connections to be used in structural steelwork. The method is mainly applicable to uncoated and coated components made of steel with various surface treatments. This document applies mainly to carbon steels but can be used for other type of steels as appropriate.
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1.1 Scope of EN 1993 5
(1) This document provides rules for the structural design of bearing piles and sheet piles made of steel.
(2) This document provides rules for the structural design of steel elements for foundations and retaining structures constructed using steel piles.
(3) This document is applicable to:
— steel piled foundations for civil engineering works on land and over water;
— temporary or permanent structures needed to carry out steel piling work;
— temporary and permanent retaining structures made of continuous steel piling.
(4) This document does not apply to:
— offshore platforms;
— dolphins;
— ground reinforcing elements.
NOTE Ground reinforcing elements include rock bolts, soil nails, sprayed concrete, wire mesh and facing elements.
(5) This document does not cover the following aspects:
— geotechnical design;
— seismic design.
NOTE 1 For geotechnical design, see EN 1997 (all parts).
NOTE 2 For the effects of ground movement caused by earthquakes, see EN 1998 (all parts).
(6) This document provides methods for design by calculation and for design assisted by testing.
1.2 Assumptions
(1) Unless specifically stated, EN 1990, EN 1991 (all parts), EN 1993 1 (all parts) and EN 1997 (all parts) apply.
(2) The design methods given in EN 1993 5 are applicable if
— the execution quality for steel piles is as specified in EN 12063, EN 12699, EN 14199; and
— the execution quality for associated steel elements (such as bracing, anchors, waling, etc.) is as specified in EN 1090 2, EN 1537; and
— the execution quality for concreting of bearing piles is as specified in EN 1536; and
— the construction materials and products used are as specified in the relevant parts of EN 1993 (all parts), or in the relevant material and product specifications.
(3) The methods for design by calculation apply only within the stated ranges of material properties and geometric proportions, for which sufficient experience and test evidence is available. These limitations do not apply to design assisted by testing.
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1.1 Scope of prEN 1993-1-14
(1) This document gives principles and requirements for the use of numerical methods in the design of steel structures, more specifically for the ultimate limit state (including fatigue) and serviceability limit state verifications. It also gives principles and requirements for the application of advanced finite element (FE) and similar modelling techniques for numerical simulation which also covers safety assessment.
(2) This document covers general methodologies such as the finite element method (FEM), finite strip method (FSM) or generalized beam theory (GBT) for modelling, analysis and design of steel structures made of the following members and joint configurations:
a) hot-rolled profiles,
b) cold-formed members and sheeting,
c) welded plated profiles,
d) stainless steel profiles,
e) plate assemblies,
f) shell structures,
g) welded and bolted joints.
In addition to the general design rules, specific additional rules can also be found in the relevant standard parts in EN 1993.
(3) This document contains harmonized design rules in terms of the application of the numerical modelling methods, development of the numerical models, application of analysis types, result evaluation methods, and determination of the resistance of steel structures for different limit states.
1.2 Assumptions
(1) This document gives rules intended for engineers who are experienced in the use of FE.
(2) It is recognized that structural analysis, based upon the laws of physics, has been successfully researched, developed, historically or currently used for the design and verification of elements or whole structural frames. This remains appropriate for many structural solutions. However, when a more detailed understanding of structural behaviour is required, the methods described in this document can be useful for the professional design.
(3) Unless specifically stated, EN 1990, EN 1991 (all parts) and the other relevant parts of EN 1993-1 (all subparts) apply.
(4) The design methods given in EN 1993-1-14 are applicable if
- the execution quality is as specified in EN 1090-2 and/or EN 1090-4, and
- the construction materials and products used are as specified in the relevant parts of EN 1993 (all parts), or in the relevant material and product specifications.
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This document specifies procedures for assessing the resistance of paint systems when a cut in the form of a right-angle lattice pattern (cross-cut) or in the form of an X (X-cut) is made into the paint, penetrating through to the substrate. This document is only applicable if the cross-cut or X-cut test method is specified, together with the rating from the appropriate rating scale.
This document also specifies suitable equipment and defines inspection areas, sampling plans and acceptance/rejection criteria.
It does not specify ratings for particular coating systems.
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This document specifies procedures for assessing the fracture strength of a protective paint coating of any thickness on a steel substrate of thickness not less than 3 mm. The procedures given in document are based on methods used with different types of pull-off test equipment. The results obtained using such different types of equipment are not comparable.
This document is only applicable if a fracture strength value is specified, together with the type of test equipment and the manufacturer of the equipment. Usually, this information is included in contract documentation.
This document also specifies suitable equipment and defines inspection areas, sampling plans and acceptance/rejection criteria.
It does not give any values of the fracture strength of different protective paint coatings.
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This document specifies procedures for assessing the fracture strength of a protective paint coating of any thickness on a steel substrate of thickness not less than 3 mm. The procedures given in document are based on methods used with different types of pull-off test equipment. The results obtained using such different types of equipment are not comparable.
This document is only applicable if a fracture strength value is specified, together with the type of test equipment and the manufacturer of the equipment. Usually, this information is included in contract documentation.
This document also specifies suitable equipment and defines inspection areas, sampling plans and acceptance/rejection criteria.
It does not give any values of the fracture strength of different protective paint coatings.
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1.1 Scope of EN 1993-1-6
(1) EN 1993-1-6 provides rules for the structural design of plated steel structures that have the form of a shell of revolution (axisymmetric shell).
(2) This document is applicable to unstiffened fabricated axisymmetric shells formed from isotropic rolled plates using both algebraic and computational procedures, and to stiffened axisymmetric shells with different wall constructions using computational procedures. It also applies to associated circular or annular plates and to beam section rings and stringer stiffeners where they form part of the complete shell structure. The general computational procedures are applicable to all shell forms.
(3) This document does not apply to manufactured shells or to shell panels or to elliptical shell forms, except that its computational procedures are applicable to all shell structures. This document does not apply to structures under seismic or other dynamic loading. It does not cover the aspects of leakage of stored liquids or solids.
(4) Cylindrical and conical panels are not explicitly covered by this document. However, the provisions of 9.8 can be used provided that appropriate boundary conditions are taken into account.
(5) This document defines the characteristic and design values of the resistance of the structure.
(6) This document is concerned with the requirements for design against the ultimate limit states of:
— plastic failure;
— cyclic plasticity;
— buckling;
— fatigue.
(7) Overall equilibrium of the structure (sliding, uplifting, overturning) is not included in this document. Special considerations for specific applications are included in the relevant application parts of EN 1993.
(8) Detailed formulae for the simple calculation of unstiffened cylinders, cones and spherical domes are given in the Annexes.
(9) Provisions for simple calculations on specific stiffened shell types are given in EN 1993-4-1.
(10) This document is intended for application to steel shell structures. Where no standard exists for shell structures made of other metals, including high strength steels, the provisions of this document are applicable provided the appropriate material properties of the metal are taken into account.
(11) The provisions of this document are intended to be applied within the temperature ranges defined in the relevant EN 1993 application parts.
(12) Where no application part defines a different range, this document applies to structures within the following limits:
— design metal temperatures lie within the range −50 °C to +100 °C, except when using the special provisions given in 5.1;
— radius to thickness ratios (r/t) within the range 50 to 2 000;
— manufactured circular hollow sections according to EN 10210 and EN 10219 are outside the scope of this document and are covered by EN 1993-1-1. However, if no other provisions are available, the rules of this document are useful for manufactured circular hollow sections. In particular, this document is applicable to the design of manufactured piles (see EN 1993-5) provided the imperfections and tolerance requirements of EN 1993-5 are adopted in place of those specified in this document, and where no other standard covers the specific pile geometry.
NOTE 1 Experimental and theoretical data relating to manufactured circular hollow sections were not considered when this document was drafted. The application of this document to such structures therefore remains the responsibility of the user.
NOTE 2 The stress design rules of this document can be rather conservative if applied to some geometries and loading conditions for relatively thick-walled shells.
NOTE 3 Thinner shells than r/t = 2 000 can be treated using these provisions but the provisions have not been verified for such thin shells.
NOTE 4 The maximum temperature is restricted so that the influence of creep can be ignored where high temperature creep effects are not covered by the relevant application part.
[...]
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1.1 Scope of EN 1993-1-9
(1) EN 1993-1-9 gives design methods for the verification of the fatigue design situation of steel structures.
NOTE Steel structures consist of members and their joints. Each member and joint can be represented as a constructional detail or as several of the latter.
(2) Design methods other than the stress-based methods, such as the notch strain method or fracture mechanics methods, are not covered by EN 1993-1-9.
(3) EN 1993-1-9 only applies to structures made of all grades of structural steels and products within the scope of EN 1993-1 (all parts), in accordance with the provisions noted in the detail category tables or annexes.
(4) EN 1993-1-9 only applies to structures where execution conforms to EN 1090-2.
NOTE Supplementary execution requirements are indicated in the detail category tables.
(5) EN 1993-1-9 applies to structures operating under normal atmospheric conditions and with sufficient corrosion protection and regular maintenance. The effect of seawater corrosion is not covered.
(6) EN 1993-1-9 applies to structures with hot dip galvanizing in accordance with the provisions noted in the detail category tables or annexes.
(7) Microstructural damage from high temperature (> 150°C) that occurs during the design service life is not covered.
(8) EN 1993-1-9 gives guidance of how to consider post-fabrication treatments that are intended to improve the fatigue resistance of constructional details.
1.2 Assumptions
(1) Unless specifically stated, EN 1990, EN 1991 (all parts) and EN 1993 1 (all parts) apply.
(2) The design methods given in EN 1993-1-9 are applicable if:
- the execution quality is as specified in EN 1090-2, and
- the construction materials and products used are as specified in the relevant parts on EN 1993 (all parts), or in the relevant material and product specifications.
(3) The design methods of EN 1993-1-9 are generally derived from fatigue tests on constructional details with large scale specimens that include effects of geometrical and structural imperfections from material production and execution (e.g. the effects of tolerances and residual stresses from welding).
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1.1 Scope of EN 1993-1-10
(1) EN 1993-1-10 specifies rules for the selection of steel grades and qualities related to fracture toughness to avoid brittle fracture.
NOTE Steel quality is also known as (Charpy) subgrade.
(2) EN 1993-1-10 specifies rules to specify through thickness properties for welded elements to reduce the risk of lamellar tearing.
(3) EN 1993-1-10 specifies additional toughness requirements for specific cases to ensure upper shelf toughness in relation to design ultimate resistance in tension and seismic design.
(4) EN 1993-1-10 specifies rules for structural steels as listed in EN 1993-1-1. This document applies to steel grades S235 to S700.
(5) EN 1993-1-10 specifies rules that apply to the selection of parent material only.
(6) EN 1993-1-10 specifies rules that apply to steel materials covered by EN 1993-1-1:2022, 5.1(3), provided that each individual piece of steel is tested in accordance with the requirements of EN 1993 1 1:2022, 5.2.1 and EN 1090-2:2018+A1:2024, 5.1.
(7) This document does not apply to material salvaged from existing steelwork subjected to fatigue or fire.
1.2 Assumptions
(1) Unless specifically stated, EN 1990, EN 1991 (all parts) and the other relevant parts of EN 1993-1 (all parts) apply.
(2) The design methods given in EN 1993-1-10 are applicable if:
- the execution quality is as specified in EN 1090-2 or EN 1090-4, and
- the construction materials and products used are as specified in the relevant parts of EN 1993 (all parts), or in the relevant material and product specifications.
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1.1 Scope of prEN 1993-1-7
(1) prEN 1993-1-7 provides rules for the structural design of assemblies of unstiffened and stiffened steel plates whose elements are under predominantly distributed transverse loads.
(2) prEN 1993-1-7 is applicable to containment structures such as silos, tanks, digesters and lock gates, where the external actions chiefly act transversely on their individual plates or panels. Where a plate or panel under bending is additionally subject to membrane forces that have a significant effect on the resistance, this document covers assessment of the resistance through its computational analysis procedures.
(3) prEN 1993-1-7 is applicable to structures with rectangular, trapezoidal or triangular component plate segments, each with one axis of symmetry.
(4) prEN 1993-1-7 does not apply to plates or panels where the dominant structural resistance requirement relates to membrane forces in the plates (for these, see EN 1993-1-5).
(5) prEN 1993-1-7 does not apply to plates or panels whose curvature (out of flatness) exceeds that defined in 1.1 (14). For such curved plates, see EN 1993-1-6.
(6) prEN 1993-1-7 does not apply to circular or annular plates. For such plates, see EN 1993 1-6.
(7) prEN 1993-1-7 does not apply to cold-formed sheeting. For such plates, see EN 1993-1-3.
(8) This document is only concerned with the requirements for design of plates and plate assemblies against the ultimate limit states of:
- plastic failure;
- cyclic plasticity;
- buckling;
- fatigue.
(9) Overall equilibrium of the structure (sliding, uplifting, or overturning) is not included in this document. Special considerations for specific applications are available in the relevant applications parts of EN 1993.
(10) The rules in this document refer to plate assemblies that are fabricated using unstiffened or stiffened plates or panels. The document is also applicable to the design of individual plates or panels that are predominantly subject to actions transverse to the plane of each plate. Both frictional actions on the plate surface and forces imposed by adjacent components of the plate assembly also induce in-plane actions in each plate.
(11) This document gives algebraic rules and guidance to account for bending with small membrane forces in the individual plates or panels. Where an unstiffened or stiffened plates or panels is subject to significant magnitudes of both bending and in-plane forces, the computational analysis procedures of this document apply.
(12) Where no application part defines a different range, this document applies to structures within the following limits:
- design metal temperatures within the range −50 °C to +100 °C;
- the geometry of individual plate segments is limited to rectangular, triangular and trapezoidal shapes with b/t greater than 20, or b1/t greater than 20, as appropriate (see Figure 3.2);
- Single plate elements are treated as flat where the deviation from flatness e0 meets the condition (see Figure 9.1). Where this criterion is not met, it is appropriate to treat the plate as a shell panel (see EN 1993-1-6).
1.2 Assumptions
(1) Unless specifically stated, the provisions of EN 1990, EN 1991 (all parts) and EN 1993 (all parts) apply.
(2) The design methods given in prEN 1993-1-7 are applicable if:
- the execution quality is as specified in EN 1090 2, and
- the construction materials and products used are as specified in the relevant parts of EN 1993 (all parts), or in the relevant material and product specifications.
(3) The provisions in this document apply to materials that satisfy the brittle fracture provisions given in EN 1993-1-4 and EN 1993-1-10.
(4) In this document, it is assumed that wind loading, seismic actions and bulk solids flow can, in general, be treated as quasi-static actions.
...
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1.1 Scope of prEN 1993-1-4
This document provides supplementary rules for the structural design of steel structures that extend and modify the application of EN 1993-1-1, EN 1993-1-3, EN 1993-1-5 and EN 1993-1-8 to austenitic, duplex (austenitic-ferritic) and ferritic stainless steels.
NOTE 1 Austenitic-ferritic stainless steels are commonly known as duplex stainless steels. The term duplex stainless steel is used in this document.
NOTE 2 Information on the durability of stainless steels is given in Annex A.
NOTE 3 The execution of stainless steel structures is covered in EN 1090-2 and EN 1090-4.
1.2 Assumptions
Unless specifically stated, EN 1990, EN 1991 (all parts), EN 1993-1-1, EN 1993-1-3, EN 1993-1-5 and EN 1993-1-8 apply.
The design methods given in prEN 1993-1-4 are applicable if
- the execution quality is as specified in EN 1090-2 and EN 1090-4, and
- the construction materials and products used are as specified in EN 1993-1-1, EN 1993-1-3, EN 1993 1-5 and EN 1993-1-8, or in the relevant material and product specifications.
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This CEN/TS gives complementary provisions for the use of reclaimed structural components in the execution of steel structures in EXC1 to EXC3 according to EN 1090-2. The provisions apply to products used in structures to be designed according to EN 1993-1-1 without seismic and/or fatigue design.
This CEN/TS specifies requirements for the reusability assessment of reclaimed structural components and the declaration of mechanical and geometrical properties as well as weldability. The properties to be declared are those listed as required relevant properties to be specified according to clause 5.1 of EN 1090-2:
• strength (yield and tensile);
• elongation;
• tolerances on dimensions and shape;
• heat treatment delivery conditions;
• weldability.
This CEN/TS applies to reclaimed hot rolled profiles and hot finished or cold formed hollow sections used as constituent products according to EN 1090-2.
This CEN/TS can also be used for the assessment of the aforementioned properties of fabricated products.
The recommendations for the assessment of connections however, and in particular of welds, is non exhaustive and only informative.
This CEN/TS is not intended for thin gauge products according to EN 1090-4 or mechanical fasteners.
- Technical specification30 pagesEnglish languagee-Library read for1 day
This CEN/TS gives complementary provisions for the use of reclaimed structural components in the execution of steel structures in EXC1 to EXC3 according to EN 1090-2. The provisions apply to products used in structures to be designed according to EN 1993-1-1 without seismic and/or fatigue design.
This CEN/TS specifies requirements for the reusability assessment of reclaimed structural components and the declaration of mechanical and geometrical properties as well as weldability. The properties to be declared are those listed as required relevant properties to be specified according to clause 5.1 of EN 1090-2:
• strength (yield and tensile);
• elongation;
• tolerances on dimensions and shape;
• heat treatment delivery conditions;
• weldability.
This CEN/TS applies to reclaimed hot rolled profiles and hot finished or cold formed hollow sections used as constituent products according to EN 1090-2.
This CEN/TS can also be used for the assessment of the aforementioned properties of fabricated products.
The recommendations for the assessment of connections however, and in particular of welds, is non exhaustive and only informative.
This CEN/TS is not intended for thin gauge products according to EN 1090-4 or mechanical fasteners.
- Technical specification30 pagesEnglish languagee-Library read for1 day
This European Standard specifies requirements for execution of structural steelwork as structures or as manufactured components, produced from:
- hot rolled, structural steel products up to and including grade S700;
- cold formed components and sheeting up to and including grade S700 (unless coming within the scope of prEN 1090-4);
- hot finished or cold formed austenitic, austenitic-ferritic and ferritic stainless steel products;
- hot finished or cold formed structural hollow sections, including standard range and custom-made rolled products and hollow sections manufactured by welding.
For components produced from cold formed components, and cold formed structural hollow sections that are within the scope of prEN 1090-4, the requirements of prEN 1090-4 take precedence over corresponding requirements in this European Standard.
This European Standard can also be used for structural steel grades up to and including S960, provided that conditions for execution are verified against reliability criteria and any necessary additional requirements are specified.
This European Standard specifies requirements, which are mostly independent of the type and shape of the steel structure (e.g. buildings, bridges, plated or latticed components) including structures subjected to fatigue or seismic actions. Certain requirements are differentiated in terms of execution classes.
This European Standard applies to structures designed according to the relevant part of the EN 1993 series. Sheet piling, displacement piles and micropiles designed to EN 1993-5 are intended to be executed in accordance with respectively EN 12063, EN 12699 and EN 14199. This European Standard only applies to the execution of waling, bracing, and connections.
This European Standard applies to steel components in composite steel and concrete structures designed according to the relevant part of the EN 1994 series.
This European Standard 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 European Standard includes the requirements for the welding of reinforcing steels to structural steels. This European Standard does not include requirements for the use of reinforcing steels for reinforced concrete applications.
- Standard209 pagesEnglish languagee-Library read for1 day
This European Standard specifies requirements for execution of structural steelwork as structures or as manufactured components, produced from:
- hot rolled, structural steel products up to and including grade S700;
- cold formed components and sheeting up to and including grade S700 (unless coming within the scope of prEN 1090-4);
- hot finished or cold formed austenitic, austenitic-ferritic and ferritic stainless steel products;
- hot finished or cold formed structural hollow sections, including standard range and custom-made rolled products and hollow sections manufactured by welding.
For components produced from cold formed components, and cold formed structural hollow sections that are within the scope of prEN 1090-4, the requirements of prEN 1090-4 take precedence over corresponding requirements in this European Standard.
This European Standard can also be used for structural steel grades up to and including S960, provided that conditions for execution are verified against reliability criteria and any necessary additional requirements are specified.
This European Standard specifies requirements, which are mostly independent of the type and shape of the steel structure (e.g. buildings, bridges, plated or latticed components) including structures subjected to fatigue or seismic actions. Certain requirements are differentiated in terms of execution classes.
This European Standard applies to structures designed according to the relevant part of the EN 1993 series. Sheet piling, displacement piles and micropiles designed to EN 1993-5 are intended to be executed in accordance with respectively EN 12063, EN 12699 and EN 14199. This European Standard only applies to the execution of waling, bracing, and connections.
This European Standard applies to steel components in composite steel and concrete structures designed according to the relevant part of the EN 1994 series.
This European Standard 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 European Standard includes the requirements for the welding of reinforcing steels to structural steels. This European Standard does not include requirements for the use of reinforcing steels for reinforced concrete applications.
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1.1 Scope of prEN 1993-1-3
(1) This document provides rules for structural design of cold-formed steel members and sheeting.
(2) This document applies to cold-formed steel products made from coated or uncoated hot- or cold-rolled sheet or strip, which have been cold-formed by processes such as roll-forming or press braking. It also covers sheeting and members which are curved during fabrication by continuous bending or roll-forming. Sheeting which has the curvature created by crushing the inner flanges is not included. This document is also applicable to the design of profiled steel sheeting for composite steel and concrete slabs at the construction stage, see EN 1994. The execution of steel structures made of cold-formed steel members and sheeting is covered in EN 1090 4. Provisions for bolted connections are provided in EN 1090 2.
NOTE The rules in prEN 1993 1 3 complement the rules in other parts of EN 1993 1.
(3) Methods are also given for stressed-skin design, using steel sheeting as a structural diaphragm.
(4) This document does not apply to cold-formed circular and rectangular structural hollow sections supplied to EN 10219, for which reference is made to EN 1993 1 1 and EN 1993 1 8.
(5) This document provides methods for design by calculation and for design assisted by testing. The methods for design by calculation apply only within the stated ranges of material properties and geometric proportions, for which sufficient experience and test evidence is available. These limitations do not apply to design assisted by testing.
1.2 Assumptions
(1) Unless specifically stated, EN 1990, EN 1991 (all parts) and EN 1993 1 1 apply.
(2) The design methods given in prEN 1993 1 3 are applicable if:
- the execution quality is as specified in EN 1090 4, the execution quality of bolted connections is as specified in EN 1090 2, and
- the construction materials and products are as specified in the relevant parts of EN 1993 (all parts), or in the relevant material and product specifications.
(2) EN 1993 is intended to be used in conjunction with:
- the parts of EN 1992 to EN 1999 where steel structures or steel components are referred to within those documents;
- EN, EAD and ETA standards for construction products relevant to steel structures.
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1.1 Scope of FprEN 1993-1-8
(1) FprEN 1993-1-8 provides rules for structural design of joints subject to predominantly static loading using all steel grades from S235 up to and including S700, unless otherwise stated in individual clauses.
NOTE As an alternative to the design rules provided in Clause 9, the design rules given in CEN/TR 1993-1-801 "Eurocode 3: Design of steel structures - Part 1 801: Hollow section joints design according to the component method" can be used.
(2) The provisions in this document apply to steels complying with the requirements given in EN 1993 1 1 and to material thickness greater than or equal to 3 mm, unless otherwise stated in individual clauses.
1.2 Assumptions
(1) Unless specifically stated, EN 1990, EN 1991 (all parts) and the other relevant parts of EN 1993-1 (all parts) apply.
(2) The design methods given in FprEN 1993-1-8 are applicable if:
- the execution quality is as specified in EN 1090-2,
and
- the construction materials and products used are as specified in the relevant parts of EN 1993 (all parts), or in the relevant material and product specifications.
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1.1 Scope of prEN 1993-1-2
(1) This document provides rules for the design of steel structures for the accidental situation of fire exposure. This Part of EN 1993 only identifies differences from, or supplements to, normal temperature design.
(2) This document applies to steel structures required to fulfil a loadbearing function.
(3) This document does not include rules for separating function.
(4) This document gives principles and application rules for the design of structures for specified requirements in respect of the aforementioned function and the levels of performance.
(5) This document applies to structures, or parts of structures, that are within the scope of EN 1993 1 1 and are designed accordingly.
(6) This document is intended to be used in conjunction with EN 1991-1-2, EN 1993-1-1, EN 1993 1-3, EN 1993-1-4, EN 1993-1-5, EN 1993-1-6, EN 1993-1-7, EN 1993-1-8, EN 1993-1-11, EN 1993-1-13 or EN 1993-1-14.
1.2 Assumptions
(1) Unless specifically stated, EN 1990, EN 1991(all parts) and EN 1993-1-1 apply.
(2) The design methods given in prEN 1993-1-2 are applicable if
- the execution quality is as specified in EN 1090-2 and/or EN 1090-4, and
- the construction materials and products used are as specified in prEN 1993-1-1:2020, Table 5.1 and Table 5.2 and in prEN 1993-1-3:2022, Table 5.1 and Table 5.2, or in the relevant material and product specifications.
(3) In addition to the general assumptions of EN 1990 the following assumptions apply:
- the choice of the relevant design fire scenario is made by appropriate qualified and experienced personnel, or is given by the relevant national regulation;
- any fire protection measure taken into account in the design will be adequately maintained.
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1.1 Scope of EN 1993-1-5
(1) This document provides rules for structural design of stiffened and unstiffened nominally flat plates which are subject to in-plane forces.
(2) Non-uniform stress distributions due to shear lag, in-plane load introduction and plate buckling are covered. The effects of out-of-plane loading are outside the scope of this document.
NOTE 1 The rules in this part complement the rules for class 1, 2, 3 and 4 sections, see EN 1993-1-1.
NOTE 2 For the design of slender plates which are subject to repeated direct stress and/or shear and also fatigue due to out-of-plane bending of plate elements ("breathing"), see EN 1993-2 and EN 1993-6.
NOTE 3 For the effects of out-of-plane loading and for the combination of in-plane effects and out-of-plane loading effects, see EN 1993-2 and EN 1993-1-7.
(3) Single plate elements are considered as nominally flat where the curvature radius r in the direction perpendicular to the compression satisfies, as illustrated in Figure 1.1:
r≥b^2/t (1.1)
where
b is the panel width;
t is the plate thickness.
Figure 1.1 - Definition of plate curvature
1.2 Assumptions
(1) Unless specifically stated, EN 1990, the EN 1991 series and EN 1993-1-1 apply.
(2) The design methods given in EN 1993-1-5 are applicable if
- the execution quality is as specified in EN 1090-2 and
- the construction materials and products used are as specified in the relevant parts of the EN 1993 series or in the relevant material product specifications.
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This document provides requirements for the statistical distribution of material properties and dimensional parameters of structural steel products, allowing the proof of consistency of the safety approach of the properties of the product standards compared to those of the design standards for the design of steel buildings. It also describes the evaluation procedures for the verification of the compliance of structural steels with these requirements.
This document applies for the following structural steel products intended for buildings: hot rolled and welded I- and H-sections, hot rolled plates rolled on a reversing mill, sheets/plates cut from hot-rolled wide strip and hot finished and cold formed welded structural hollow sections.
It is intended to be used as a background document to support the assessment of the partial factors for steel constructions (as detailed in EN 1993-1-1).
This document can be used for neither product ordering nor certification.
NOTE The background of statistical requirements on mechanical properties and geometrical parameters is detailed in EN 1993-1-1:2022, Annex E.
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This document defines the general requirements for fabrication in the execution of structural steelwork as structures or as fabricated components in conjunction with ISO 17607-1. Additional requirements to be addressed in the execution of structural steelwork, as structures or as fabricated components, can be found in other parts of the ISO 17607 series.
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This document defines general requirements for the execution of structural steelwork for: — structural steel buildings; — general structures, designed, fabricated, and erected in a manner similar to buildings with building-like load-resisting elements, e.g. support framing for equipment, tanks, vessels, and pipelines; — crane-supporting structures; — typical roadway and pedestrian bridges including those constructed using rolled sections, welded plate girders, or trusses (lattices). This document applies to structures or fabricated components that are produced from: — hot-rolled and cold-formed structural steel products up to and including a nominal yield strength of 700 MPa with a thickness of 3 mm and above; — hot-finished and cold-formed structural steel hollow sections, up to and including a nominal yield strength of 700 MPa, including standard range and custom-made rolled products and hollow sections manufactured by welding. This document also applies to steel components in composite steel and concrete structures, and in structures combining steel with other materials. This document defines requirements independent of the type and shape of the steel structure, including structures subjected to fatigue or seismic loading. The requirements are expressed in terms of execution levels. This document does not define all requirements for other types of fabricated steel structures (e.g. railway bridges, roadway and pedestrian bridges using welded box sections or arch boxes, cable-supported bridges over 100 m span, moving bridges, monorails, steel towers, masts, chimneys, silos, tanks, pipelines, antennae, offshore platforms). However, this document provides general guidance regarding fabrication and erection practices that may be used together with the appropriate ISO, regional or national design standards for such structures. This document does not cover requirements for the following: — sheeting; — fabrication of stainless steels. This document does not apply to design of steel structures. NOTE Design is inextricably a part of the design-fabrication-erection sequence, including the application of tolerances, and cannot be considered in isolation. This document is intended to be used, as appropriate, together with national standards and other documents, observing the provisions in this document concerning such use.
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This document defines the general requirements for structural bolting in the execution of structural steelwork as structures or as fabricated components, in conjunction with ISO 17607-1. Additional requirements to be addressed in the execution of structural steelwork, as structures or as fabricated components, can be found in other parts of ISO 17607.
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This document defines the general requirements for erection of steels used in the execution of structural steelwork as structures or as manufactured components in conjunction with ISO 17607-1. Additional requirements to be addressed in the execution of structural steelwork, as structures or as fabricated components, can be found in other parts of the ISO 17607 series.
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This document defines the general requirements for the constituent products of steels and steel products used in the execution of structural steelwork as structures or as fabricated components in conjunction with ISO 17607-1. Additional requirements to be addressed in the execution of structural steelwork, as structures or as fabricated components, can be found in other parts of the ISO 17607 series.
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This document defines the general requirements for welding in the execution of structural steelwork as structures or as manufactured components in conjunction with ISO 17607-1. Additional requirements to be addressed in the execution of structural steelwork, as structures or as fabricated components, can be found in other parts of the ISO 17607 series.
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This document provides requirements for the statistical distribution of material properties and dimensional parameters of structural steel products, allowing the proof of consistency of the safety approach of the properties of the product standards compared to those of the design standards for the design of steel buildings. It also describes the evaluation procedures for the verification of the compliance of structural steels with these requirements.
This document applies for the following structural steel products intended for buildings: hot rolled and welded I- and H-sections, hot rolled plates rolled on a reversing mill, sheets/plates cut from hot-rolled wide strip and hot finished and cold formed welded structural hollow sections.
It is intended to be used as a background document to support the assessment of the partial factors for steel constructions (as detailed in EN 1993-1-1).
This document can be used for neither product ordering nor certification.
NOTE The background of statistical requirements on mechanical properties and geometrical parameters is detailed in EN 1993-1-1:2022, Annex E.
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1.1 Scope of FprEN 1993 1 1
(1) FprEN 1993 1 1 gives basic design rules for steel structures.
(2) It also gives supplementary provisions for the structural design of steel buildings. These supplementary provisions are indicated by the letter "B" after the paragraph number, thus ( )B.
1.2 Assumptions
(1) The assumptions of EN 1990 apply to FprEN 1993 1 1.
(2) EN 1993 is intended to be used in conjunction with EN 1990, EN 1991 (all parts), the parts of EN 1992 to EN 1999 where steel structures or steel components are referred to within those documents, EN 1090 2, EN 1090 4 and ENs, EADs and ETAs for construction products relevant to steel structures.
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(1) This document provides an alternative method for the stability verification of steel members under compression axial force and bending moment, with reference to EN 1993 1 1.
NOTE For the applicability of this document, see Clause 4.
(2) The method given in this document applies to uniform steel members with double symmetric cross-section under axial compression force and bi-axial bending.
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ABSTRACT
This test method deals with the standard procedures for establishing the relative bond strength of steel reinforcing bars in concrete using beam-end specimens. This test method shall determine the effects of surface preparation or condition (such as bar coatings) on the bond strength of deformed steel reinforcing bars to concrete. The bond strengths obtained using this test method shall not be directly applicable to the design of reinforced concrete members. The beam-end test specimen shall be fabricated by casting, and conditioned by curing prior to tensile load test. The test system shall consist of the loading system, compression reaction plate, and bar displacement measurement device.
SCOPE
1.1 This test method describes procedures to establish the relative bond strength of steel reinforcing bars in concrete.
1.2 This test method is intended to determine the effects of surface preparation or condition (such as bar coatings) on the bond strength of deformed steel reinforcing bars (of sizes ranging from No. 3 to No. 11 [No. 10 to No. 36]) to concrete.
1.3 The bond strengths obtained using this test method are not directly applicable to the design of reinforced concrete members.
Note 1: The bond strengths obtained using this test method are generally higher than obtained in development or splice tests using beams with the same embedment lengths. The results obtained using this test method should only be used for comparisons with results for other reinforcing bars tested using this method.
1.4 The values stated in inch-pound units are to be regarded as standard. The values given in brackets are mathematical conversions to SI units that are provided for information only and are not considered standard.
1.5 This standard does not purport to address all of the safety concerns, if any, associated with its use. It is the responsibility of the user of this standard to establish appropriate safety, health, and environmental practices and determine the applicability of regulatory limitations prior to use.
1.6 This international standard was developed in accordance with internationally recognized principles on standardization established in the Decision on Principles for the Development of International Standards, Guides and Recommendations issued by the World Trade Organization Technical Barriers to Trade (TBT) Committee.
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DOP of 12 months
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This document specifies requirements and provides recommendations applicable to the following types of fixed steel offshore structures for the petroleum and natural gas industries:
? caissons, free-standing and braced;
? jackets;
? monotowers;
? towers.
In addition, it is applicable to compliant bottom founded structures, steel gravity structures, jack-ups, other bottom founded structures and other structures related to offshore structures (such as underwater oil storage tanks, bridges and connecting structures).
This document contains requirements for planning and engineering of the design, fabrication, transportation and installation of new structures as well as, if relevant, their future removal.
NOTE 1 Specific requirements for the design of fixed steel offshore structures in arctic environments are presented in ISO 19906.
NOTE 2 Requirements for topsides structures are presented in ISO 19901-3; for marine operations in, ISO 19901‑6; for structural integrity management, in ISO 19901-9 and for the site-specific assessment of jack-ups, in ISO 19905‑1.
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This document specifies a fire test method and an assessment procedure for determining the contribution of fire protection systems to the fire resistance performance of circular and rectangular steel bars used as tension members.
This document applies to fire protection materials that have already been tested and assessed in accordance with EN 13381 4 or EN 13381 8.
For other section shapes such as angles, channels and flats, reference can be made to EN 13381 4 and EN 13381 8. This document does not include steel or any other cold formed bar used as reinforcement in concrete construction.
For other solid bar geometries such as oval or triangular cross section, these are subject to a separate test package in accordance with the principles of Clause 5 of this document.
Fire protection performance is determined by testing of unloaded tension members, although additional loaded test evidence can be required for certain product types subject to certain conditions specified in the document.
The method is applicable to all fire protection systems used for the protection of solid bar up to a maximum diameter of 130 mm and includes sprayed fire protection, reactive coatings, cladding protection systems and multi-layer or composite fire protection materials. In the case of rectangular bar, the maximum side length is limited to 130 mm with a maximum aspect ratio of 2:1 against the shorter side length. For dimensions greater than 130 mm it is appropriate to use rectangular or circular hollow sections tested and assessed in accordance with EN 13381 4 and EN 13381 8 provided they have been tested
The method is applicable to all fire protection systems used for the protection of solid bar up to a maximum diameter of 130 mm and includes sprayed fire protection, reactive coatings, cladding protection systems and multi-layer or composite fire protection materials. In the case of rectangular bar, the maximum side length should be limited to 130mm with a maximum aspect ratio of 2:1 against the shorter side length. For dimensions greater than 130mm it is appropriate to use rectangular or circular hollow sections tested and assessed in accordance with EN 13381 4 and EN 13381 8 provided they have been tested in the same orientation.
The evaluation is designed to cover a range of thicknesses of the applied fire protection material, a range of steel bar dimensions, a range of specified temperatures and a range of valid fire protection periods.
The test method is applicable to fire protection systems which are intimately in contact with the bar, or which include an airspace between the bar and the protection system as given in EN 13381-4.
This standard also provides the assessment procedure, which prescribes the analysis of the test data and gives guidance on the procedures to undertake interpolation.
This Standard caters for testing in both vertical and horizontal orientations. Results from horizontally orientated bar may be applied to any orientation, whilst results from vertically orientated bar should only be used for horizontal bars when the data has been corrected in accordance with Annex C.
This standard gives the fire test procedures, carried out to provide data on the thermal characteristics of the fire protection system, when exposed to the standard temperature/time curve specified in Clause 5.1.1 of EN 1363 1.
The assessment procedure is used to establish:
a) on the basis of data derived from testing steel bar, any practical constraints on the use of the fire protection system under fire test conditions (the physical performance);
b) on the basis of the temperature data derived from testing steel bar the thermal properties of the fire protection system (the thermal performance).
The limits of applicability of the results of the assessment arising from the fire test are defined together with application of the results to different steel types and sizes over the range of thicknesses of the applied fire protection system tested.
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This document gives guidelines and recommendations for the general principles of design appropriate to articles to be hot dip galvanized after fabrication (e.g. in accordance with ISO 1461) for the corrosion protection of, for example, articles that have been manufactured in accordance with EN 1090-2.
This document does not apply to hot dip galvanized coatings applied to continuous wire or sheet (e.g. to EN 10346).
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This document specifies a fire test method and an assessment procedure for determining the contribution of fire protection systems to the fire resistance performance of circular and rectangular steel bars used as tension members.
This document applies to fire protection materials that have already been tested and assessed in accordance with EN 13381 4 or EN 13381 8.
For other section shapes such as angles, channels and flats, reference can be made to EN 13381 4 and EN 13381 8. This document does not include steel or any other cold formed bar used as reinforcement in concrete construction.
For other solid bar geometries such as oval or triangular cross section, these are subject to a separate test package in accordance with the principles of Clause 5 of this document.
Fire protection performance is determined by testing of unloaded tension members, although additional loaded test evidence can be required for certain product types subject to certain conditions specified in the document.
The method is applicable to all fire protection systems used for the protection of solid bar up to a maximum diameter of 130 mm and includes sprayed fire protection, reactive coatings, cladding protection systems and multi-layer or composite fire protection materials. In the case of rectangular bar, the maximum side length is limited to 130 mm with a maximum aspect ratio of 2:1 against the shorter side length. For dimensions greater than 130 mm it is appropriate to use rectangular or circular hollow sections tested and assessed in accordance with EN 13381 4 and EN 13381 8 provided they have been tested
The method is applicable to all fire protection systems used for the protection of solid bar up to a maximum diameter of 130 mm and includes sprayed fire protection, reactive coatings, cladding protection systems and multi-layer or composite fire protection materials. In the case of rectangular bar, the maximum side length should be limited to 130mm with a maximum aspect ratio of 2:1 against the shorter side length. For dimensions greater than 130mm it is appropriate to use rectangular or circular hollow sections tested and assessed in accordance with EN 13381 4 and EN 13381 8 provided they have been tested in the same orientation.
The evaluation is designed to cover a range of thicknesses of the applied fire protection material, a range of steel bar dimensions, a range of specified temperatures and a range of valid fire protection periods.
The test method is applicable to fire protection systems which are intimately in contact with the bar, or which include an airspace between the bar and the protection system as given in EN 13381-4.
This standard also provides the assessment procedure, which prescribes the analysis of the test data and gives guidance on the procedures to undertake interpolation.
This Standard caters for testing in both vertical and horizontal orientations. Results from horizontally orientated bar may be applied to any orientation, whilst results from vertically orientated bar should only be used for horizontal bars when the data has been corrected in accordance with Annex C.
This standard gives the fire test procedures, carried out to provide data on the thermal characteristics of the fire protection system, when exposed to the standard temperature/time curve specified in Clause 5.1.1 of EN 1363 1.
The assessment procedure is used to establish:
a) on the basis of data derived from testing steel bar, any practical constraints on the use of the fire protection system under fire test conditions (the physical performance);
b) on the basis of the temperature data derived from testing steel bar the thermal properties of the fire protection system (the thermal performance).
The limits of applicability of the results of the assessment arising from the fire test are defined together with application of the results to different steel types and sizes over the range of thicknesses of the applied fire protection system tested.
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This document does not apply to hot dip galvanized coatings applied to continuous wire or sheet (e.g. to EN 10346).
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