EN 13381-8:2013

Test methods for determining the contribution to the fire resistance of structural members - Part 8: Applied reactive protection to steel members

This European Standard specifies a test method for determining the contribution made by applied reactive fire protection systems to the fire resistance of structural steel members, which can be used as beams or columns. It considers only sections without openings in the web. It is not directly applicable to structural tension members without further evaluation. Results from analysis of I or H -sections are directly applicable to angles, channels and T-sections for the same section factor, whether used as individual elements or as bracing. This standard does not apply to solid bar or rod.
It covers fire protection systems that involve only reactive materials and not to passive fire protection materials as defined in this document.
The evaluation is designed to cover a range of thicknesses of the applied fire protection material, a range of steel sections, characterised by their section factors, a range of design temperatures and a range of valid fire protection classification periods.
This European Standard contains the fire test procedures, which specifies the tests which should be carried out to determine the ability of the fire protection system to remain coherent and attached to the steelwork, and to provide data on the thermal characteristics of the fire protection system, 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 protection material to a smouldering curve; the test for this and the special circumstances for its use are described in Annex A.
The fire test methodology makes provision for the collection and presentation of data, which can be used as direct input to the calculation of fire resistance of steel structural members in accordance with the procedures given in EN 1993-1-2 and EN 1994-1-2.
This European Standard also contains the assessment, which prescribes how the analysis of the test data shall be made and gives guidance on the procedures by which interpolation should be undertaken.
The assessment procedure is used to establish:
a)   on the basis of temperature data derived from testing loaded and unloaded sections, a correction factor and 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 short steel sections, 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 permitted direct application of the results, to different steel sections and grades and to the fire protection system.
The results of the test and assessment obtained according to this standard are directly applicable to steel sections of I and H cross sectional shape and hollow sections.

Prüfverfahren zur Bestimmung des Beitrages zum Feuerwiderstand von tragenden Bauteilen - Teil 8: Reaktive Ummantelung von Stahlbauteilen

Diese Europäische Norm legt ein Prüfverfahren zur Ermittlung des Beitrages reaktiver Brandschutzsysteme zur Feuerwiderstandsfähigkeit von Stahlbauteilen, die als Träger oder Stützen eingesetzt werden können, fest. Berücksichtigt werden lediglich Bauteile ohne Öffnungen im Steg. Auf Zugträger ist eine direkte Anwendung nicht ohne eine weitere Beurteilung möglich. Ergebnisse der Analyse von I- oder H-Profilen sind direkt auf Winkelstücke, U-Profile und T-Profile für denselben Profilfaktor anwendbar, wobei diese Bauteile als Einzelbauteile oder als Verband verwendet werden können. Diese Norm gilt nicht für Vollstangen oder Rundstäbe.
Dieses Dokument bezieht sich auf Brandschutzsysteme, die lediglich aus reaktiven Materialien bestehen, nicht jedoch auf passive Brandschutzmaterialien.
In die Bewertung einbezogen werden verschiedene Schichtdicken des angewendeten Brandschutzmaterials, verschiedene durch ihren Profilfaktor charakterisierte Stahlbauteile, verschiedene Bemessungstemperaturen sowie eine Bandbreite möglicher Feuerwiderstandsdauern.
Diese Europäische Norm beschreibt die Prüfverfahren für die Brandprüfungen, die zur Bestimmung der Formstabilität des Brandschutzsystems und seines Haftvermögens auf Stahlbauteilen sowie zur Ermittlung der thermischen Eigenschaften des Brandschutzsystems bei Beanspruchung unter den Bedingungen der Einheits-Temperaturzeitkurve nach EN 1363 1 durchgeführt werden.
In bestimmten, in den nationalen Bauvorschriften festgelegten Situationen kann es erforderlich sein, reaktive Brandschutzmaterialien mit einer Schwelbrandkurve zu prüfen. Die entsprechende Prüfung und die beson-deren Umstände für ihre Anwendung sind in Anhang A beschrieben.
Mit dem Brandprüfverfahren können Daten erfasst und dargestellt werden, die direkt in die Berechnung der Feuerwiderstandsfähigkeit von Stahlbauteilen nach den in EN 1993 1 2 und EN 1994 1 2 angegebenen Ver-fahren einfließen.
Diese Europäische Norm enthält auch ein Bewertungsverfahren, das beinhaltet, wie die Analyse der Mess-werte durchzuführen ist, und gibt eine Anleitung, wie Interpolationen durchzuführen sind.
Ziel des Bewertungsverfahrens ist es:
a)   mit Hilfe von durch Prüfung belasteter und unbelasteter Bauteile ermittelten Temperaturmesswerten einen Korrekturfaktor zu bestimmen und Einschränkungen in der praktischen Anwendbarkeit des Brand-schutzsystems unter Brandbeanspruchung festzulegen (Formverhalten);
b)   mit Hilfe von durch Prüfung von kurzen Stahlbauteilen ermittelten Temperaturmesswerten die ther¬mischen Eigenschaften des Brandschutzsystems zu bestimmen (thermische Leistungsfähigkeit).
Die Anwendungsgrenzen der aus Brandprüfungen ermittelten Ergebnisse der Bewertung sowie die zulässige direkte Übertragbarkeit der Ergebnisse auf unterschiedliche Stahlprofile und Stahlsorten und auf das Brandschutzsystem werden festgelegt.
Die durch Brandprüfung und Beurteilung nach dieser Norm ermittelten Ergebnisse sind direkt auf I  und H Profile sowie Hohlprofile anwendbar.

Méthodes d'essai pour déterminer la contribution à la résistance au feu des éléments de construction - Partie 8 : Protection réactive appliquée aux éléments en acier

La présente Norme européenne spécifie une méthode d’essai permettant de déterminer la contribution apportée par l’application de systèmes réactifs de protection au feu aux éléments de construction en acier pouvant être utilisés comme des poutres ou des poteaux. Elle ne prend en compte que les tronçons ne comportant pas d'ouverture dans l'âme. Elle ne s'applique pas directement aux éléments précontraints sans évaluation supplémentaire. Les résultats des analyses des tronçons en I ou H s’appliquent directement aux cornières, sections en U et sections en T pour le même facteur de massiveté, qu’ils soient utilisés individuellement ou en entretoisement. La présente norme ne s’applique pas aux barres ni aux tiges pleines.
La présente norme couvre des systèmes de protection au feu impliquant uniquement des matériaux réactifs et non passifs, tels qu’ils sont définis dans le présent document.
L'évaluation est conçue pour couvrir une plage d'épaisseurs du matériau de protection au feu appliqué, une plage de tronçons d'acier, caractérisées par leur massiveté, une plage de températures données et une plage de durée de classification des protections au feu en cours de validité.
La présente Norme européenne comprend les modes opératoires d’essai au feu qui spécifient les essais qu’il convient de réaliser pour déterminer l’aptitude du système de protection au feu à rester cohérent et fixé sur l’ossature en acier et pour fournir des données sur les caractéristiques thermiques du système de protection au feu lorsqu’il est exposé à la courbe normalisée température/temps prescrite dans l’EN 1363-1.
Dans des cas particuliers, tels que spécifiés dans la réglementation nationale de la construction, il peut s’avérer nécessaire de soumettre le matériau de protection réactif à une courbe de température de feu couvant, dont l’essai et les cas d’utilisation particuliers sont décrits dans l’Annexe A.
La méthodologie des essais au feu comporte des dispositions concernant le recueil et la présentation de données susceptibles de servir comme des entrées directes pour le calcul de la résistance au feu d’éléments de construction en acier conformément aux modes opératoires donnés dans l’EN 1993-1-2 et l’EN 1994-1-2.
La présente Norme européenne contient également l’évaluation qui prescrit la façon d’effectuer l’analyse des données d’essai et les lignes directrices des modes opératoires selon lesquels il convient d’entreprendre une interpolation.
Le mode opératoire de l'évaluation permet d'établir :
a)   d'après les températures tirées des essais effectués sur des éléments avec et sans charge, un facteur de correction et des contraintes pratiques éventuelles concernant l'utilisation du système de protection au feu dans des conditions d'essai au feu (les performances physiques) ;
b)   d'après les températures tirées des essais effectués sur des petits tronçons d'acier, les propriétés thermiques du système de protection au feu (les performances thermiques).
Les limites d'application des résultats de l'évaluation obtenus lors de l'essai au feu sont définies, ainsi que l'application directe admise des résultats aux différents tronçons et aux différentes qualités d'acier pour le système de protection au feu.
Les résultats de l'essai et de l'évaluation obtenus conformément à la présente norme s'appliquent directement aux sections d'acier en I et en H et aux sections creuses.

Preskusne metode za ugotavljanje prispevka k požarni odpornosti konstrukcijskih elementov - 8. del: Zaščita jeklenih elementov

Ta evropski standard določa preskusno metodo za ugotavljanje prispevka uporabljenih reaktivnih sistemov protipožarnega varstva k požarni odpornosti konstrukcijskih jeklenih elementov, ki se lahko uporabljajo kot nosilci ali stebri. Obravnava samo profile brez odprtin v kopreni. Ni neposredno uporaben za konstrukcijske natezne elemente brez nadaljnjega ocenjevanja. Rezultati analize I- ali H-profilov so neposredno uporabni za kote, kanale in T-profile za isti faktor profila ne glede na to, ali se uporabljajo kot posamezni elementi ali opora. Ta standard se ne uporablja za trdno palico ali drog. Zajema sisteme protipožarnega varstva, ki vključujejo samo reaktivne materiale, in se ne uporablja za pasivne protipožarne materiale, kot je določeno v tem dokumentu. Predvideno je, da ocenjevanje zajema obseg debelin uporabljenega protipožarnega materiala, obseg jeklenih profilov, ki jih označujejo njihovi faktorji, obseg načrtovanih temperatur in obseg obdobij veljavne razvrstitve protipožarne zaščite. Ta evropski standard vključuje postopke preskušanja požarne varnosti, kar določa preskuse, ki jih je treba opraviti za ugotavljanje zmožnosti sistema protipožarnega varstva glede ohranjanja skladnosti in pritrditve na jekleno konstrukcijo ter za pridobitev podatkov o toplotnih lastnostih sistema protipožarnega varstva v času izpostavljenosti standardni krivulji temperatura-čas, določeni v standardu EN 1363-1. V posebnih okoliščinah, kadar so določene v nacionalnih gradbenih predpisih, lahko obstaja potreba, da se reaktivni material za zaščito podvrže krivulji tlenja. Preskus za to in posebne okoliščine za njegovo uporabo so opisani v dodatku A. Metodologija preskusa požarne varnosti vključuje zbiranje in predstavitev podatkov, ki se lahko neposredno vnesejo v izračun požarne odpornosti jeklenih konstrukcijskih elementov v skladu s postopki, navedenimi v standardih EN 1993-1-2 in EN 1994-1-2. Ta evropski standard prav tako vsebuje presojo, ki predpisuje način analiziranja podatkov preskusa, in navodila o postopkih, ki se nanašajo na interpolacijo. Postopek presoje se uporablja za ugotavljanje: a) korekcijskega faktorja in morebitnih praktičnih omejitev glede uporabe sistema protipožarnega varstva pod pogoji požarnega preskusa na podlagi podatkov o temperaturi, pridobljenih pri preskušanju delovanja obremenjenih in neobremenjenih profilov (fizično delovanje); b) toplotne lastnosti sistema protipožarnega varstva na podlagi podatkov o temperaturi, pridobljenih pri preskušanju delovanja kratkih jeklenih profilov (toplotno delovanje). Določijo se omejitve uporabnosti rezultatov presoje na podlagi požarnega preskusa skupaj z dovoljeno neposredno uporabo rezultatov za različne jeklene profile in razrede ter sistem protipožarnega varstva. Rezultati preskusa in presoje, pridobljeni v skladu s tem standardom, so neposredno uporabni za jeklene profile prerezne oblike I in H ter votle profile.

General Information

• Status: Published
• Publication Date: 30-Apr-2013
• Withdrawal Date: 29-Nov-2013
• ICS: 13.220.50 - Fire-resistance of building materials and elements
• ICS: 91.080.13 - Steel structures
• Technical Committee: CEN/TC 127 - Fire safety in buildings
• Drafting Committee: CEN/TC 127/WG 1 - Structural and separating elements
• Current Stage: 9092 - Decision on results of review/2YR ENQ - revise - Review Enquiry
• Start Date: 14-Feb-2023
• Completion Date: 14-Apr-2025
• Directive: 305/2011 - Regulation (eu) No 305/2011 of the European Parliament and of the Council of 9 march 2011 laying down harmonised conditions for the marketing of construction products and repealing council directive 89/106/eec
• Directive: 89/106/EEC - Construction products
• Mandate: M/117 - Horizontal complement to the mandates to CEN/CENELEC concerning the execution of standardization work for the valuation of construction products and elements in respect of their resistance to fire
• Ref Project: SIST EN 13381-8:2013 - Test methods for determining the contribution to the fire resistance of structural members - Part 8: Applied reactive protection to steel members

Relations

• Replaces: EN 13381-8:2010 - Test methods for determining the contribution to the fire resistance of structural members - Part 8: Applied reactive protection to steel members
• Effective Date: 08-Jun-2022

Overview

EN 13381-8:2013 defines standardized test methods for determining the contribution of applied reactive fire protection systems to the fire resistance of structural steel members. The standard is focused on reactive (not passive) protective materials applied to steel beams and columns without web openings and provides procedures to measure coating coherence, adhesion (stickability) and thermal behaviour when exposed to the standard furnace temperature/time curve (EN 1363-1). Results are intended for direct use in structural fire-resistance calculations in accordance with Eurocode procedures (EN 1993-1-2 and EN 1994-1-2).

Key technical topics and requirements

• Scope and applicability
  • Applies to applied reactive fire protection on I-, H- and hollow sections; results from I/H sections can be applied to angles, channels and T‑sections with the same section factor.
  • Not directly applicable to solid bar/rod or to tension members without further evaluation.
• Test specimen and installation
  • Specifications for specimen size, steel section selection (section factor), coating thickness ranges and installation patterns for loaded and unloaded beams and columns.
• Test equipment and conditions
  • Requirements for furnace performance, loading rigs, supports and conditioning of specimens.
  • Use of the EN 1363-1 standard temperature/time curve; Annex A describes a smouldering (slow‑heating) curve where national rules require it.
• Instrumentation and measurements
  • Thermocouple placement and routing, temperature measurement of steel, deflection/deformation, load recording and pressure monitoring.
• Performance metrics and assessment
  • Procedures to determine physical performance (stickability, adhesion) and thermal performance (thermal properties derived from short‑section tests).
  • Assessment methods and interpolation guidance, including graphical, differential-formula and numerical regression approaches.
• Reporting and limits
  • Requirements for test reports, presentation of data and defined limits for direct applicability across different steel grades and section geometries.

Practical applications and users

• Who uses it
  • Fire test laboratories, manufacturers of reactive intumescent and cementitious coatings, structural/fire engineers, product certification bodies and building authorities.
• Why it’s used
  • To demonstrate and certify fire protection performance of reactive coatings on steel members.
  • To provide validated input data for structural fire design calculations under Eurocodes (EN 1993-1-2, EN 1994-1-2).
  • To guide product development, optimize coating thickness and support compliance with national building regulations (including smouldering scenarios where required).

Related standards

• EN 13381 series (other parts for membranes, concrete, timber, etc.)
• EN 1363-1 (standard furnace temperature/time curve)
• EN 1993-1-2 and EN 1994-1-2 (structural fire design / Eurocode inputs)

Keywords: EN 13381-8:2013, reactive fire protection, steel members, fire resistance test methods, EN 1363-1, EN 1993-1-2, intumescent coating, stickability, thermal performance.

Standards Content (Sample)

2003-01.Slovenski inštitut za standardizacijo. Razmnoževanje celote ali delov tega standarda ni dovoljeno.RQVWUXNFLMVNLKPrüfverfahren zur Bestimmung des Beitrages zum Feuerwiderstand von tragenden Bauteilen - Teil 8: Reaktive Ummantelung von StahlbauteilenMéthodes d'essai pour déterminer la contribution à la résistance au feu des éléments de construction - Partie 8 : Protection réactive appliquée aux éléments en acierTest methods for determining the contribution to the fire resistance of structural members - Part 8: Applied reactive protection to steel members91.080.10Kovinske konstrukcijeMetal structures13.220.50Požarna odpornost gradbenih materialov in elementovFire-resistance of building materials and elementsICS:Ta slovenski standard je istoveten z:EN 13381-8:2013SIST EN 13381-8:2013en,fr,de01-oktober-2013SIST EN 13381-8:2013SLOVENSKI
STANDARDSIST EN 13381-8:20101DGRPHãþD

EUROPEAN STANDARD NORME EUROPÉENNE EUROPÄISCHE NORM
EN 13381-8
May 2013 ICS 13.220.50 Supersedes EN 13381-8:2010English Version
Test methods for determining the contribution to the fire resistance of structural members - Part 8: Applied reactive protection to steel members
Méthodes d'essai pour déterminer la contribution à la résistance au feu des éléments de construction - Partie 8 : Protection réactive appliquée aux éléments en acier
Prüfverfahren zur Bestimmung des Beitrages zum Feuerwiderstand von tragenden Bauteilen - Teil 8: Reaktive Ummantelung von Stahlbauteilen This European Standard was approved by CEN on 10 February 2013.
CEN members are bound to comply with the CEN/CENELEC Internal Regulations which stipulate the conditions for giving this European Standard the status of a national standard without any alteration. Up-to-date lists and bibliographical references concerning such national standards may be obtained on application to the CEN-CENELEC Management Centre or to any CEN member.
This European Standard exists in three official versions (English, French, German). A version in any other language made by translation under the responsibility of a CEN member into its own language and notified to the CEN-CENELEC Management Centre has the same status as the official versions.
CEN members are the national standards bodies of Austria, Belgium, Bulgaria, Croatia, Cyprus, Czech Republic, Denmark, Estonia, Finland, Former Yugoslav Republic of Macedonia, France, Germany, Greece, Hungary, Iceland, Ireland, Italy, Latvia, Lithuania, Luxembourg, Malta, Netherlands, Norway, Poland, Portugal, Romania, Slovakia, Slovenia, Spain, Sweden, Switzerland, Turkey and United Kingdom.
EUROPEAN COMMITTEE FOR STANDARDIZATION
COMITÉ EUROPÉEN DE NORMALISATION EUROPÄISCHES KOMITEE FÜR NORMUNG
Management Centre:
Avenue Marnix 17,
B-1000 Brussels © 2013 CEN All rights of exploitation in any form and by any means reserved worldwide for CEN national Members. Ref. No. EN 13381-8:2013: ESIST EN 13381-8:2013

Test method to the smouldering fire (slow heating curve) . 49 A.1 Introduction . 49 A.2 Test equipment . 49 A.3 Test specimens . 49 A.4 Termination of test . 50 A.5 Evaluation of the results . 50 Annex B (normative)
Measurement of properties of fire protection materials . 51 B.1 Introduction . 51 B.2 Thickness of fire protection materials . 51 B.3 Identification . 52 Annex C (normative)
Fixing of thermocouples to steel work and routing of cables . 53 C.1 Introduction . 53 C.2 Types of thermocouples . 53 C.3 Fixing of thermocouples . 53 C.4 Routing of thermocouple wires . 53 C.5 Connection of thermocouples . 54 C.6 Thermocouple failures . 54 Annex D (normative)
Correction of data/Nominal thickness . 55 D.1 Correction of data . 55 D.2 Nominal thickness - Graphical method . 58 Annex E (normative)
Methods of assessment of fire protection system performance . 59 E.1 General . 59 E.2 Graphical Approach . 59 E.3 Differential formula analysis (variable λ approach) methodology . 65 E.4 Differential formula analysis (constant λ approach) methodology . 70 E.5 Numerical regression analysis . 71 Annex F (normative)
Tables of section sizes . 74 Bibliography . 76
 In addition the graphical assessment method now includes a point to point method of constructing lines and a new virtual data point related to furnace temperature. This document is compatible with EN 13381-4 and specifically deals with the testing and assessment of reactive coatings designed to protect structural steel.
This document is part of the EN 13381 series with the general title Test methods for determining the contribution to the fire resistance of structural members. Other parts of this series are:
 Part 1: Horizontal protective membranes;  Part 2: Vertical protective membranes;  Part 3: Applied protection to concrete members;  Part 4: Applied passive protection to steel members;  Part 5: Applied protection to concrete/profiled sheet steel composite members;  Part 6: Applied protection to concrete filled hollow steel columns;  Part 7: Applied protection to timber members;  Part 8: Applied reactive protection to steel members (the present document). Caution The attention of all persons concerned with managing and carrying out this fire resistance test, is drawn to the fact that fire testing can be hazardous and that there is a possibility that toxic and/or harmful smoke and gases can be evolved during the test. Mechanical and SIST EN 13381-8:2013

2 Normative references The following documents, in whole or in part, are normatively referenced in this document and are indispensable for its application. For dated references, only the edition cited applies. For undated references, the latest edition of the referenced document (including any amendments) applies. EN 1363-1, Fire resistance tests — Part 1: General requirements SIST EN 13381-8:2013

Note 1 to entry: For the purpose of this document, the steel used in the testing should be of the same type. 3.1.2 reactive fire protection material reactive materials which are specifically formulated to provide a chemical reaction upon heating such that their physical form changes and in so doing provide fire protection by thermal insulative and cooling effects 3.1.3 passive fire protection material materials which do not change their physical form on heating, providing protection by virtue of their physical or thermal properties Note 1 to entry: They may include materials containing water which on heating evaporates to produce cooling effects. 3.1.4 fire protection system fire protection material together with a specified primer and top coat if applicable SIST EN 13381-8:2013

mean dry film thickness of the reactive fire protection material excluding primer and top coat 3.1.8 stickability
ability of a fire protection material to remain sufficiently coherent and in position for a well defined range of deformations, furnace and steel temperatures, such that its ability to provide fire protection is not significantly impaired 3.1.9
section factor
ratio of the fire exposed outer perimeter area of the steel structural member itself, per unit length, to its cross sectional volume per unit length
Note 1 to entry: See Figure 1. 3.1.10
design temperature
temperature of a steel structural member for structural design purposes 3.1.11 characteristic steel temperature
temperature of the steel structural member which is used for the determination of the correction factor for stickability calculated as (mean temperature + maximum temperature)/2 3.1.12
steel temperature overall mean temperature to be used as input data for the analysis is calculated:  for I and H section beams as the mean of the upper flange plus the mean of the web plus the mean of the lower flange divided by three;  for I, H and hollow section columns as the sum of the means of each measuring station divided by the number of measuring stations;  for hollow section beams as the mean of the sides plus the mean of the bottom face divided by two SIST EN 13381-8:2013

loaded beam section UB
unloaded short beam section LC
loaded 3 m column section TC
unloaded tall (2 m) column section SC
unloaded short column section p
fire protection material a
steel f
furnace d
thickness ρ
density tl min time for the loaded or tall section to reach the design temperature t1 min time for the reference section to reach the design temperature S m-1 section factor of the loaded or tall section S1 m-1 section factor of the reference section D mm protection thickness for the loaded or tall section D1 mm protection thickness for the reference section dmax mm maximum protection thickness of the loaded or tall section dmin mm minimum protection thickness of the loaded or tall section di mm protection thickness of the short section kimax
stickability correction factor at maximum protection thickness kimin
stickability correction factor at minimum protection thickness ki
stickability correction factor for the short section at thickness di Am/V m-1 section factor of the unprotected steel section Ap/V m-1 section factor of the protected steel section A m2 cross sectional area of the steel section V m3/m volume of the steel section per unit length Vv m3/m volume of the fire protection material per unit length H mm height of the steel column h mm depth of the steel section B mm breadth of the steel section tw mm thickness of the web of the steel section tf mm thickness of the flange of the steel section t mm thickness of the wall of a hollow steel section Lexp mm length of beam specimen exposed to heating Lsup mm length of beam specimen between supports SIST EN 13381-8:2013

dUB mm thickness of fire protection material on an unloaded beam section dSC mm thickness of fire protection material on an unloaded column section dp mm thickness of fire protection material concerned dp(max) mm maximum thickness of fire protection material used dp(min) mm minimum thickness of fire protection material used ρprotection kg/m3 density of fire protection material ρUB kg/m3 density of fire protection material on an unloaded beam section ρSC kg/m3 density of fire protection material on an unloaded column section ρLB kg/m3 density of fire protection material on a loaded beam ρa kg/m3 density of steel (normally 7 850 kg/m3) θLB °C characteristic steel temperature of a loaded beam θUB °C characteristic steel temperature of a short unloaded reference beam θLC °C characteristic steel temperature of a loaded column θTC °C characteristic steel temperature of a tall column θSC °C characteristic temperature of a short reference column θc(UB) °C corrected mean temperature of an unloaded beam section θc(SC) °C corrected mean temperature of an unloaded column section θt °C average temperature of the furnace at time t θat °C average temperature of the steel at time t ∆θt °C increase of furnace temperature during the time interval ∆t θm(SC) °C modified steel temperature of an unloaded section θ °C design temperature Kd
range factor for thickness Ks
range factor for section factor
ca J/(kgK) temperature dependant specific heat capacity of steel as defined in EN 1993-1-2 cp J/(kgK) temperature independent specific heat capacity of the fire protection material µ
ratio of heat capacity of the fire protection material to that of the steel section t min time from commencement of the start of the test te min time for an unloaded section to reach an equivalent temperature to the loaded beam at time t ∆t min time interval td min time required for a short section to reach the design temperature λp W/(mK) effective thermal conductivity of the fire protection material λchar(p) W/(mK) characteristic value of effective conductivity of the fire protection material λave(p) W/(mK) mean value of λp calculated from all the short sections at a temperature θ λδ(p)
standard deviation of λp calculated from all the short sections at a SIST EN 13381-8:2013

constant derived for short section at temperature (θ) K
constant applied to λδ(p) 4 Test equipment 4.1 General The furnace and test equipment shall conform to that specified in EN 1363-1. 4.2 Furnace The furnace shall permit the dimensions of the test specimens to be exposed to heating, as specified in Clause 6 and their installation upon or within the test furnace to be as specified in Clause 7. 4.3 Loading equipment Loading shall be applied according to EN 1363-1. The loading system shall permit loading to be applied to beams as specified in 5.2.1 and to columns as specified in 5.2.3. 5 Test conditions 5.1 General A number of short steel, I or H or hollow test sections, protected by the fire protection system, are heated in a furnace according to the protocol given in EN 1363-1. Loaded and unloaded beams or columns that are likewise heated provide information on the ability of the fire protection system to remain intact and adhere to the steel test sections (stickability). The method of testing loaded beams in this part of the test method is designed to provide maximum deflection (span/30) under the influence of load and heating. If the rate of deflection exceeds that given in EN 1363-1, then it may not be possible to reach span/30. It is recommended that the tests be continued until the steel temperature reaches the maximum value commensurate with application of the data. Where several test specimens are tested simultaneously, care shall be taken that each is adequately and similarly exposed to the specified test conditions. The procedures given in EN 1363-1 shall be followed in the performance of this test unless specific contrary instructions are given in this standard. 5.2 Support and loading conditions 5.2.1 Loaded beams Each loaded beam test specimen shall be simply supported and allowance shall be made for free expansion and vertical deflection of the beam. The beam shall not be provided with additional torsional restraint except where deemed necessary as defined in 6.3.1. The simply supported span shall not be greater than the length exposed to heating by more than 400 mm at each end. The loading shall be applied using either of the two methods described in Figure 2. SIST EN 13381-8:2013

The method of loading shall be by a system which will produce a bending moment, which is uniform over at least 20 % of the span of the beam around mid-span.
The loaded column shall be subjected to an applied test load which represents 60 % of the design buckling resistance, according to EN 1993-1-1, calculated using the actual steel yield strength from the batch certificate of conformity or an actual measured value. Details of the calculation made to define the test loads shall be included in the test report. Loaded steel test sections shall be tested in accordance with EN 1365-3 or EN 1365-4 subject to any amended or additional requirements of this standard. 6 Test specimens 6.1 General The test sections shall be chosen to suit the scope of the assessment and will include both loaded and unloaded sections. The testing of loaded and tall and reference sections provides the basis for the stickability correction to be applied to the thermal data generated from the unloaded short sections. Depending upon the scope of the assessment, the principle of selecting the loaded and unloaded sections shall be based on the details presented in 6.6. The test sections shall be chosen from the tables in Annex F. For each test involving a loaded beam or column or tall column, an equivalent unloaded reference beam or column section respectively shall be included and tested in the furnace at the same time whenever possible.
Each beam shall have a total length, which shall provide for a length exposed to heating of not less than 4 000 mm. The supported length and specimen length shall be specified as follows:  The span between the supports [Lsup] shall be the exposed length plus up to a maximum of
400 mm at each end.
 The length of the specimen [Lspec] shall be the exposed length plus up to a maximum of 500 mm at each end (see Figure 9).  The additional length, required for installation purposes, shall be kept as small as practically possible. 6.2.2 Reference sections Where practical, each unloaded reference section shall be taken from the same length of steel as its equivalent loaded section, thereby ensuring that it is of the same dimensions and characteristics. If this cannot be achieved, the test laboratory should ensure that the reference section is of similar dimensions and characteristics. 6.2.3 Loaded column
All loaded columns shall have a minimum height, exposed to heating, of 3 000 mm.
6.2.4 Short sections The short beams and columns shall have a length of 1 000 mm ± 50 mm. 6.2.5 Tall columns
The tall column sections shall have a height of 2 000 mm ± 50 mm. SIST EN 13381-8:2013

Where the span of the beam is such that additional restraint is required then additional restraint can be provided by installing web stiffeners as follows, subject to agreement with the sponsor. To give web stiffness and torsional restraint, the beams may be provided with: a) Web stiffeners in the form of steel plates or triangular gussets, welded at each loading point. These shall be of thickness at least equal to the thickness of the web and of depth at least 10 mm less than the beam flange depth. Details are shown in Figure 9.
b) Web stiffeners in the form of steel plates or channels, welded at each support point. These shall be of thickness at least equal to the thickness of the web. Web stiffeners comprising steel plates shall be trapezoidal in shape to provide additional torsional restraint. Details are shown in Figure 9. 6.3.2 Unloaded beams The unloaded beams shall be constructed according to Figure 3. To minimise heat transfer at the ends of the unloaded beams, the ends shall be protected with insulation board or similar which at elevated temperatures is capable of providing equivalent or greater insulation than that of the fire protection material provided over the length of the test specimen, (see Figure 3). The size of the end protection shall be greater than the total overall dimensions of the fire protection. 6.3.3
Loaded columns
The loaded columns shall be constructed according to Figure 8. 6.3.4 Tall and short columns Tall and short steel column test sections may be constructed according to Figures 12, 13 and 14. Short columns may be tested on the floor of the furnace or suspended from the ceiling or on plinths. To minimise heat transfer from the ends of steel columns, sections shall be protected with insulation board or similar, which at elevated temperatures is capable of providing equivalent or greater insulation than that of the fire protection material provided over the height of the column.
The size of the end protection shall be greater than the total overall dimensions of the fire protection (see Figures 12 and 13).
6.3.5 Loaded, tall and short columns - upper plate In order to accurately determine the thermal insulation performance of a reactive coating applied to a column, the top edge of the column undergoing test is required to be adequately insulated to prevent inappropriate heat transfer to the section at this position.
A 6 mm thick steel plate shall be fixed directly to the top edge of unloaded columns and at a distance of 3 m from the base of the loaded column. The plate will be welded to the section and will be coated with the reactive material to all exposed areas (except the top face) at a thickness similar to that SIST EN 13381-8:2013

The surface of the steel shall be prepared and the fire protection system shall be applied to the beams and to the columns in a manner representative of practice. The method of application to columns shall not be different to that for beams, otherwise separate tests and assessment shall be needed incorporating loaded columns. 6.4 Composition of steel sections The grade of steel used shall be any structural grade (S designation) to EN 10025-1 (excluding S185). Engineering grades (E designation) shall not be used.
The dimensions and cross-sectional areas of the steel sections shall be measured, neglecting any internal and external radii. These values shall be used to determine the steel section factors, according to the formulae given in Figure 1. 6.5 Properties of fire protection materials 6.5.1 General The procedures and verification appropriate to reactive fire protection materials are given in Annex B. 6.5.2 Thickness of applied reactive protection material For reactive fire protection materials, the average primer thickness should be measured first and subtracted from the total average primer and reactive coating thickness. The resulting permitted thickness tolerances excluding primer and topcoat (assuming normal distribution of measured thickness) shall be as follows: a) At the temperature measuring stations: 1) A minimum of 68 % of readings shall be within ± 20 % of the mean. 2) A minimum of 95 % of readings shall be within ± 30 % of the mean. 3) All readings shall be within ± 45 % of the mean. b) Overall: 1) A minimum of 68 % of readings shall be within ± 20 % of the mean at the temperature measurement stations. 2) A minimum of 95 % of readings shall be within ± 30 % of the mean at the temperature measurement stations. 3) All readings shall be within ± 45 % of the mean at the temperature measurement stations. SIST EN 13381-8:2013

13 a) I Columns 2
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13 b) I Beams + I Columns 3 
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13 13
26 a), c) I Beams + I Columns 3A 
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15 d) I Beams + I Columns +Hollow Columns 4 
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13 13  
6 32 a), c), e) I Beams + I Columns +Hollow Columns 4A 
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13  
6 21 d), e) I Beams + I Columns + Hollow Beams 5 
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13 13
32 a), c), f) I Beams + I Columns + Hollow Beams 5A 
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21 d), f) I Beams + I Columns + Hollow Beams +Hollow Columns 6 
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13 13   6 6 38 a), c), e), f) I Beams + I Columns + Hollow Beams +Hollow Columns 6A 
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13   6 6 27 d), e), f) I Beams + Hollow Beams +Hollow Columns 7 
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  6 6 25 a), e), f) I Columns +Hollow Columns + Hollow Beams 8
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13   6 6 25 b), e), f) Hollow Beams +Hollow Columns 9
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  6 6 12 g), h) I Beams + Hollow Beams 10 
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19 a), g) I Columns +Hollow Columns 11
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13  
6 19 b), h) I Beams +Hollow Columns 12 
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6 19 a), h) I Columns + Hollow Beams 13
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19 b), g) Hollow Beams 14
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6 g) Hollow Columns 15
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6 6 h) SIST EN 13381-8:2013
both I and H shapes LB
Loaded Beam LC
Loaded Column TC
Tall I or H Column LHB
Loaded Hollow Beam LHC Loaded Hollow Column SIB
Short I-section Beams SIC
Short I-section Columns TCHS Tall Circular Hollow Column TRHS Tall Rectangular Hollow Column SHB Short Hollow Beam SHC Short Hollow Column RB
Reference Beam The test programmes for unloaded sections are required to explore the relationship between fire resistance, dry film thickness and section factor. The column referring to reference beams is only relevant to test packages where a beam assessment is carried out using short column data, then reference beams at minimum and maximum are required in addition to the short column test sections. In all other cases, the reference beams and columns shall be included in the selected short sections. Testing of circular and rectangular hollow columns protected with reactive coatings does not conclusively demonstrate that one particular shape is more onerous than another. To allow test data to be used for both types, testing should be undertaken to adequately demonstrate which particular shape is more onerous prior to assessing both hollow shapes on the basis of testing one shape only. To determine whether the coating performs differently on circular or rectangular hollow columns, a tall column of each type with a nominal section factor of 130 m-1 to 160 m-1 protected with the same coating thickness that relates to the nominal maximum shou
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