Bsi bs en 15254 5 2009

BS EN 15254-5:2009 BSI Standards Publication Extended application of results from fire resistance tests — Non-loadbearing walls Part 5: Metal sandwich panel construction BS EN 15254-5:2009 BRITISH STANDARD National foreword This British Standard is the UK implementation of EN 15254-5:2009 BSI, as a member of CEN, is obliged to publish EN 15254-5 as a British Standard However, attention is drawn to the fact that during the development of this European Standard, the UK committee voted against its approval as a European Standard The main reasons for this negative vote are as follows Table is unclear as a rule for the orientation parameter for panel joints, where joints could be used that might differ from those which are tested The UK interpretation is that, as a general rule, the test result is only valid for the tested orientation This rule also refers users to Annex B; however this Annex applies to span length and not orientation Subclause 5.2.4.2 allows for an increase in binder content of mineral wool of % for products with binder content of less than 10 % The UK committee are concerned that this could change the fire resistance properties and negatively affect test performance Subclause 5.3.1 and Annex B present a model for calculating an increase in span lengths An ultimate limit of 12 m is introduced in Annex B The UK committee are of the opinion that this is too high and point out that it has not been validated by testing The UK committee advise users to be aware of these concerns when applying this standard, particularly in the context of a fire risk assessment of the application The UK participation in its preparation was entrusted to Technical Committee FSH/22/-/7, Fire resistance tests for partitions and walls A list of organizations represented on this committee can be obtained on request to its secretary This publication does not purport to include all the necessary provisions of a contract Users are responsible for its correct application © BSI 2011 ISBN 978 580 55406 ICS 13.220.50; 91.060.10 Compliance with a British Standard cannot confer immunity from legal obligations This British Standard was published under the authority of the Standards Policy and Strategy Committee on 31 August 2011 Amendments issued since publication Date Text affected BS EN 15254-5:2009 EN 15254-5 EUROPEAN STANDARD NORME EUROPÉENNE EUROPÄISCHE NORM November 2009 ICS 13.220.50; 91.060.10 English Version Extended application of results from fire resistance tests - Nonloadbearing walls - Part 5: Metal sandwich panel construction Application étendue des résultats d'essais de résistance au feu - Murs non porteurs - Partie : Panneaux sandwiches métalliques pour la construction Erweiterter Anwendungsbereich der Ergebnisse von Feuerwiderstandsprüfungen - Nichttragende Wände - Teil 5: Sandwichelemente in Metallbauweise This European Standard was approved by CEN on October 2009 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 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 Management Centre has the same status as the official versions CEN members are the national standards bodies of Austria, Belgium, Bulgaria, Cyprus, Czech Republic, Denmark, Estonia, Finland, France, Germany, Greece, Hungary, Iceland, Ireland, Italy, Latvia, Lithuania, Luxembourg, Malta, Netherlands, Norway, Poland, Portugal, Romania, Slovakia, Slovenia, Spain, Sweden, Switzerland and United Kingdom EUROPEAN COMMITTEE FOR STANDARDIZATION COMITÉ EUROPÉEN DE NORMALISATION EUROPÄISCHES KOMITEE FÜR NORMUNG Management Centre: Avenue Marnix 17, B-1000 Brussels © 2009 CEN All rights of exploitation in any form and by any means reserved worldwide for CEN national Members Ref No EN 15254-5:2009: E BS EN 15254-5:2009 EN 15254-5:2009 (E) Contents Page Foreword 3 Scope 4 Normative references 4 3.1 3.2 Terms and definitions, symbols and abbreviations 4 Terms and definitions 4 Symbols and abbreviations 5 4.1 4.2 4.3 Establishing the field of extended application 6 General 6 Assumptions in the extended application 6 Assumed structural behaviour of a sandwich panel in fire 7 5.1 5.2 5.2.1 5.2.2 5.2.3 5.2.4 5.3 5.3.1 5.3.2 5.3.3 5.3.4 5.3.5 5.4 5.5 5.6 Rules for extended applications of the tested product 7 General 7 Variations in the materials of the product 9 General 9 Variations in the metal sheets 10 Variations in the adhesive 11 Variations in the core material 11 Variations in the construction 12 Variations in span length 12 Variations in the panel thickness 13 Variations in the joint construction 13 Variations in the boundary conditions and fixing system 13 Length and height of wall construction 13 Interaction between the factor influences 13 Support structure 14 Heating conditions 14 6.1 6.2 6.2.1 6.2.2 6.3 Small scale tests and calculation methods 14 Small scale tests 14 Calculation methods 14 General 14 Calculation of strength properties 14 Additional measurements to be carried out in the reference test 15 Report of the extended application analysis 15 Annex A (informative) Typical behaviour of a metal faced sandwich panel wall when exposed to fire 16 Annex B (normative) Evaluation of extension of span length 17 Bibliography 20 BS EN 15254-5:2009 EN 15254-5:2009 (E) Foreword This document (EN 15254-5:2009) has been prepared by Technical Committee CEN/TC 127 “Fire safety in buildings”, the secretariat of which is held by BSI This European Standard shall be given the status of a national standard, either by publication of an identical text or by endorsement, at the latest by May 2010, and conflicting national standards shall be withdrawn at the latest by May 2010 Attention is drawn to the possibility that some of the elements of this document may be the subject of patent rights CEN [and/or CENELEC] shall not be held responsible for identifying any or all such patent rights This document has been prepared under a mandate given to CEN by the European Commission and the European Free Trade Association, and supports essential requirements of EU Directive(s) This standard is currently composed of the following parts:  EN 15254-2, Extended application of results from fire resistance tests — Non-loadbearing walls — Part 2: Masonry and Gypsum Blocks  EN 15254-4, Extended application of results from fire resistance tests — Non-loadbearing walls — Part 4: Glazed constructions  EN 15254-5, Extended application of results from fire resistance tests — Non-loadbearing walls — Part 5: Metal sandwich panel construction  prEN 15254-7, Extended application of results from fire resistance tests — Non-loadbearing walls — Part 7: Non-load bearing sandwich panels — Ceilings According to the CEN/CENELEC Internal Regulations, the national standards organizations of the following countries are bound to implement this European Standard: Austria, Belgium, Bulgaria, Cyprus, Czech Republic, Denmark, Estonia, Finland, France, Germany, Greece, Hungary, Iceland, Ireland, Italy, Latvia, Lithuania, Luxembourg, Malta, Netherlands, Norway, Poland, Portugal, Romania, Slovakia, Slovenia, Spain, Sweden, Switzerland and the United Kingdom BS EN 15254-5:2009 EN 15254-5:2009 (E) Scope This part of EN 15254 defines rules for extended applications, provides guidance, and, where appropriate, defines procedures, for variations of certain parameters and factors associated with the design of internal and external non-loadbearing walls constructed of metal sandwich panels and that have been tested in accordance with EN 1364-1 EN 15254-5 applies for self-supporting, double skin metal faced sandwich panels having an insulating core bonded to both facings as defined in EN 14509 Normative references The following referenced documents are indispensable for the application of this document For dated references, only the edition cited applies For undated references, the latest edition of the referenced document (including any amendments) applies EN 1363-1:1999, Fire resistance tests — Part 1: General requirements EN 1364-1:1999, Fire resistance tests for non-loadbearing elements — Part 1: Walls EN 13501-2, Fire classification of construction products and building elements — Part 2: Classification using data from fire resistance tests, excluding ventilation services EN 14509, Self-supporting double skin metal faced insulating panels — Factory made products — Specifications EN 1993-1-2, Eurocode 3: Design of steel structures — Part 1-2: General rules — Structural fire design 3.1 Terms and definitions, symbols and abbreviations Terms and definitions For the purposes of this document the terms and definitions given in EN 14509:2006, EN 13641:1999 and EN 1363-1:1999 together with the following apply 3.1.1 direct field of application of test results outcome of a process (involving the application of defined rules) whereby a test result is deemed to be equally valid for variations in one or more of the product properties and/or intended end-use applications 3.1.2 extended field of application of test results outcome of a process (involving the application of defined rules that may incorporate calculation procedures) that predicts, for a variation of a product property and/or its intended end-use application(s), a test result on the basis of one or more test results to the same test standard 3.1.3 factor one of the possible variations that may be applied to a parameter 3.1.4 factor influence one of the potential causes of a change in the fire resistance due to a factor BS EN 15254-5:2009 EN 15254-5:2009 (E) 3.1.5 fastening fixing device that fastens the panels to a support structure or to the test frame 3.1.6 fixing system system consisting of fastenings and possible other means to fasten the panels to a support structure or to the test frame 3.1.7 height of assembly for horizontally or vertically installed wall panels the height of the wall in the reference test or in the end-use application 3.1.8 length of assembly for horizontally or vertically installed wall panels the length of the wall in the reference test or in the end-use application 3.1.9 reference test fire resistance test in accordance with EN 1363-1 and EN 1364-1, and where applicable EN 1363-2, on which the extended application is based and the results of which are used as the main source of data for the extended application 3.1.10 stiching device for fixing panels to panels in the longitudinal joint 3.1.11 span length centre to centre distance between the supports of a panel and/or intermediate supports to which the sandwich panel is fixed 3.1.12 support structure construction onto which the panel wall is fastened in the end-use application 3.1.13 test frame frame containing the test construction for the purpose of mounting onto the furnace 3.2 Symbols and abbreviations For the purposes of this document, the following symbols and abbreviations apply Ft,Ed the tensile load on the fasteners Fv,Ed the shear load on the fasteners Ft,Rd the design tensile load on the fastener at normal temperature Fv,Rd the design shear load on the fastener at normal temperature L span length L1 distance between midspan of two adjacent panels BS EN 15254-5:2009 EN 15254-5:2009 (E) L2 overlap of the metal facing at the panel to panel joint b width of panel c1 opening in adjacent metal sheet joints at normal room temperature on non exposed side c2 opening in adjacent metal sheet joints during the reference test on non exposed side fj deflection of panel to panel joint in the reference test f1 f2 deflection of two adjacent panels at midspan in the reference test g panel weight per square meter q pressure action on the panel in a fire situation ∆c increase in opening of the metal sheet joint in the reference test ∆f relative deflection of the joint compared to the adjacent panels in the reference test 4.1 Establishing the field of extended application General An extended application analysis is required when the application differs in one or more parameters from the tested one described in the test report and/or in the classification document, and which is not covered by the field of direct application of the classification document The extended application of the wall shall be based on the reference fire test results performed according to EN 1364-1 and may be complemented by one or more additional small or full scale tests or by historical data If historical data are used they shall comply with the rules given in this document 4.2 Assumptions in the extended application The following assumptions are considered when evaluating extended applications for sandwich panels:  The wall is required to possess fire resistance in the end-use condition; relevant classes are given in EN 13501-2;  The wall is assumed to be exposed on the entire face of one side to the standardised heating conditions given in the EN 1363-1 fire resistance test specification;  The structure above and below the wall does not deflect vertically during the fire exposure period; this simulates the non-deflecting nature of the test frame which forms part of the furnace test apparatus; NOTE In reality constructions deflect and this should be taken into account when designing the building and planning the constructional details so that no vertical loads are applied to the wall  After delamination of the fire-exposed facing the dead load of the panels is carried by a support structure to which the ends of the panels are attached;  The support structure has at least the same loadbearing capacity R of the resistance to fire performance as the wall regarding integrity; BS EN 15254-5:2009 EN 15254-5:2009 (E)  The self weight of the facing and core is calculated from the volume and density of the materials;  The calculation of the reduction in the strength properties of steel at elevated temperature shall be in accordance with EN 1993-1-2 4.3 Assumed structural behaviour of a sandwich panel in fire When one face of a sandwich panel assembly is exposed to fire the following behaviour may be expected The panel initially bows towards the fire and the ends of the panel can move because of expansion of the fire-exposed face When delamination of the fire-exposed face occurs the flexural strength of the assembly is lost and, unless both faces are restrained at the ends, the panels can collapse The fastenings for the ends of the fire-exposed face have to support the dead load of that face whereas the fastenings for the ends of the unexposed face have to support the combined dead load of the face and the core for the entire fire resistance period Combined fixations (e.g through fixings) for both faces are also possible NOTE 5.1 Annex A illustrates a typical behaviour of panels Rules for extended applications of the tested product General When performing extended applications for a tested wall changes can occur either in the materials and/or in the construction Both are dealt with in this standard Table and Table list the changes which may or may not be made in an extended application assessment The rules for the changes are given in 5.2 and 5.3 BS EN 15254-5:2009 EN 15254-5:2009 (E) Table — Material changes relevant to extended application Parameter Changes in metal facings Changes in adhesive Changes in core material a Factors Factor influence on performance Rules Integrity E Insulation I Chemical composition of coating influence no influence Change from coated to non coated metal no influence influence Sheet thickness influence no influence Change from one metal to another no information no information 5.2.2.2 Change in sheet geometry no information no information 5.2.2.3 Amount influence influence 5.2.3 a 5.2.2.1 5.2.2.1 a a Valid up to ± 50 % of tested thickness Type influence no influence 5.2.3 Type major influence major influence 5.2.4 Change in composition major influence major influence 5.2.4.2 - 5.2.4.6 It is understood that when a change in a factor can influence the integrity of a joint, there is a possibility that a change in leakage of hot gases or in joint geometry can also influence the temperature rise near the joint and therefore influence the insulation rating BS EN 15254-5:2009 EN 15254-5:2009 (E) Table — Constructional changes relevant to extended application Parameter Span length Factors Insulation I Decrease no influence no influence a Always valid Increase influence no influence a 5.3.1 influence no influence a Valid for both horizontal and vertical joints between panels but see also Annex B of this standard no influence no influence a Test results valid influence no influence a Test results valid up to + 20 % no information major influence 5.3.2 Type major influence major influence 5.3.3 Stiching decreased influence influence Not allowed Stiching increased influence influence 5.3.3 Sealants influence influence Decrease Increase Panel thickness e.g core thickness Joint construction Fixing system Length of assembly Height of assembly Support structure Rules Integrity E Orientation Panel width Factor influence on performance Type major influence 5.3.3 no influence a 5.3.4 5.3.4 Valid Amount decreased major influence no influence a Amount increased influence no influence a Protection decreased major influence influence Protection increased influence influence Vertical installation no influence no influence 5.3.4 Valid a 5.3.5 Horizontal installation See 5.3.1 span length Vertical installation See 5.3.1 span length Horizontal installation no influence no influence a 5.3.5 Changes no information no influence a 5.5 a It is understood that when a change in a factor can influence the integrity of a joint, there is a possibility that a change in leakage of hot gases or in joint geometry can also influence the temperature rise near the joint and therefore influence the insulation rating 5.2 5.2.1 Variations in the materials of the product General Sandwich panels consist of three main materials (facing metal sheets, adhesive and core material) In the case of autoadhesively bonded panels the foamed core material also form the adhesive layer during the foaming process BS EN 15254-5:2009 EN 15254-5:2009 (E) Changes in the properties of the metal sheets will not affect the fire resistance results significantly and changes can therefore be allowed On the other hand even small changes in the core material can result in big variations in the fire resistance test results These facts are taken into account in the following rules 5.2.2 5.2.2.1 Variations in the metal sheets Variations in the coatings The most essential property of the coating regarding fire resistance is the emissivity on the nonexposed side Normally the emissivity for a coated steel sheet is between 0,8 and 0,95 A change in emissivity of - 10 % for a new coating compared to the tested one is thus allowed if there is at least a 10 % margin in the insulation test result compared to the I-classification Test results are always valid for coatings with higher emissivity values compared to the tested one When a change in coating is made the manufacturer of the coated sheet shall provide emissivity properties for the products A non-coated metal sheet can have an emissivity as low as 0,1 A change from a coated to a noncoated sheet is therefore not allowed The same rule as for coatings above applies also in this case A change in emissivity of - 10 % is allowed if the emissivities for the different sheets are known For changes in emissivity > 10 % surface temperatures can be estimated from small-scale tests in accordance with 6.1 where the surface temperatures of the new panel is compared to the one tested in the reference scenario If appropriate calculation methods are available the surface temperatures can also be calculated and compared provided that temperature dependent thermal resistance values for the core material are available The energy content of the coating on the exposed side is small and will not affect the fire resistance properties of the sandwich panel Test results are valid for all coatings If modifications in the coatings on the non-exposed side are made compared to the tested one, the ignitability of the modified coating shall be higher or equal to that tested This can be checked from small-scale tests according to 6.1 Test results are though valid for all colours of the same type of coating 5.2.2.2 Variations in the metal material The following rules are valid for extended applications:  The test results are valid for all grades of tested normal steel and stainless steel  For other types of metals the test result is valid for tested type only  For panels with perforated facings on one or both sides of the panels a test result achieved with a perforated facing is always valid for non-perforated facings in the same position as in the tested product Test results for a product tested with non-perforated facings is valid only for a product with perforated facings on the fire-exposed side where the perforation area is not greater than 40 % and where the core material is classified A2-s1, d0 or better Other changes are not allowed 5.2.2.3 Changes in profile geometry of facing The following rules are valid for extended applications:  For flat or small profiling (between mm and mm) test results are valid for any change  For profiles greater than mm test results are valid for variations + 50 % of profile depth 10 BS EN 15254-5:2009 EN 15254-5:2009 (E) 5.2.3 Variations in the adhesive This paragraph is valid only for panels with adhesively bonded cores The following rules apply for an o adhesive with no strength at high temperatures (> 500 C) which means that the metal sheet on the exposed side will disconnect from the core in the very beginning of a fire and the construction will lose its sandwich capability For this reason an organic adhesive cannot be changed to a non-organic one or vice versa Normally the energy content of the adhesive is small and will not affect the fire resistance properties of the sandwich panel The following rules are valid for extended applications:  For PCS value MJ/m² to MJ/m The results are valid for all adhesives when PCS value stays between MJ/m² and MJ/m  For PCS value is > MJ/m The results are valid PCS values lower than the tested adhesive within manufacturing tolerances  For PCS value > MJ/m and > 1,15*PCS Test results shall be reduced by the same % as the PCS value is over the initial tested adhesive 2 5.2.4 5.2.4.1 Variations in the core material General The following main core materials are used in sandwich panels: mineral wool, polyurethane, XPS, EPS, phenolic foam and cellular glass Mineral wool consists of stone wool and glass wool The behaviour regarding fire is different and cannot be compared from one material to another Changes from one core material to another are therefore not allowed in any extended application Variations within each core material group is allowed in accordance with the rules given in 5.2.4.2 to 5.2.4.6 There are several factors in the different core materials affecting the fire properties of the core and of the sandwich panel It is therefore not possible to extend the results from one core material producer to be valid for apparently similar materials from another producer 5.2.4.2 MW Generally the greater the density of the mineral wool the higher the flexural strength of the panel Density will be dictated by room-temperature structural design requirements However, variation in density affects the I-insulation value The results are always valid for an increase in density in the 3 density range 50 kg/m to 150 kg/m A decrease in density is allowed down to - 10 % of tested density Structural design will govern the orientation of fibres, i.e lamellas or slabs used in the panels Changes in orientation of fibre has an influence on fire resistance and is therefore not allowed Gaps between the lamellas or ends of lamella should be avoided Test results are valid for panels with a decrease in the number of lamella joints The mass of fibre binder used per unit volume of MW is governed by room-temperature structural design Variation in binder content can affect the fire resistance properties and the following rules shall be followed:  Smaller amount of binder is always allowed compared to the tested one;  An increase in binder content of % - units is allowed if the total amount of binder is below 10 % For example a result with % binder is valid also for a core with % An increase is not allowed where the binder content is greater than 10 % 11 BS EN 15254-5:2009 EN 15254-5:2009 (E) The nature and proportions of materials used to manufacture the MW shall not be varied from those used in the reference test Changes from one manufacturer to another are therefore not allowed 5.2.4.3 Polyurethane The test results are valid for the same chemical system and blowing agent The test results are valid for ± 10 % of tested density 5.2.4.4 XPS (extruded polystyrene) and EPS (expanded polystyrene) Small changes in chemical composition can have a great influence on the test results and the results shall only be used for the tested panels No extended application is allowed 5.2.4.5 Phenolic foam The test results are valid for the same chemical system and blowing agent The test results are valid for ± 10 % of tested density 5.2.4.6 Cellular glass Small changes in chemical composition can have a great influence on the test results and the results shall only be used for the tested panels No extended application is allowed 5.3 5.3.1 Variations in the construction Variations in span length Two aspects of fire integrity shall be assessed First the ability of the whole panel assembly to resist collapse must be assessed when the adhesive bond fails on the exposed side and the panels lose their flexural strength To resist collapse the ends of the panel facings shall be secured to the structure (the imaginary fire test frame in the extended application) using suspension details The strength of the suspension details (e.g steel cleats with fastenings) shall be able to carry the dead loads at the temperatures they attain from an increased load of a longer span panel This can be achieved by increasing the amount of fixings so that the load per fixing is not greater than the tested one or by calculation in accordance with 6.2.2 The second aspect of integrity to be assessed shall be the ability of joints between adjoining sandwich panels to resist the passage of fire In horizontally oriented panels which span between columns or walls, both facings are subjected to inplane shear stresses analogous to the pattern of stresses in the web of a steel I-beam The stresses can be accompanied by out-of-plane deformations caused by gravity and the prevention of free thermal expansion at the ends of the facings when exposed to fire Hence the stresses and deformations are complex in nature and because the facings are usually thin, typically 0,5 mm thick, they can suffer buckling and sagging which means that openings can occur at horizontal panel joints, especially at midspan, leading to unpredictable failure of integrity In vertically oriented panels it is assumed that after delamination the faces hang from the top: the fastenings for the top of the fire-exposed face have to support the dead load of that face whereas the fastenings for the top of the unexposed face have to support the combined load of the face and the core for the entire fire resistance period For both horizontally and vertically oriented panels the rules in Annex B of this standard apply It has to be noted that extension in span length is only allowed with tested panel orientation To be able to an extension in the span length above m there shall be an overrun of at least 20 % subject to a minimum 10 compared to the classification 12 BS EN 15254-5:2009 EN 15254-5:2009 (E) 5.3.2 Variations in the panel thickness Variations in panel thicknesses are due to changes in thickness of the core material An increase in thickness will lead to a better insulation value and a test result shall therefore always be valid for thicker panels A decrease in thickness is not allowed If test results for three or more thicknesses are available results for other thicknesses may be linearly interpolated between the data points if the failure mode (insulation or integrity) is the same for all test results 5.3.3 Variations in the joint construction Even small changes in the joint construction can easily affect the integrity of the wall and shall not be allowed with the following exceptions:  An increase in the overlap in the metal facing at the joint is always allowed if other dimensions remain unchanged;  An increase in the amount of fixings is always allowed;  Tongue and groove joint in core material is allowed if tested as butted Increase in the depth is always allowed but no decrease Changes in thicknesses in the tongue and groove are allowed up to ± 50 %;  Joints tested without sealants can always be sealed in the metal joint on the exposed side If sealed on the non exposed side the ignition temperature of the sealant material shall be higher or equal to the tested one for EI classified structures For E-classified structures at least A2-s1, d0 classified sealants shall be used on non exposed side if tested without sealants;  If a construction is tested with sealing materials in the joints test results shall only be valid for joints with the same type of sealing materials and shall not be valid for joints without sealants 5.3.4 Variations in the boundary conditions and fixing system Minor changes in the boundary conditions and fixing system are allowed provided that it can be shown that the bearing capacity is not reduced and the risk of collapse is not increased according to calculations given in 6.2.2 Some fixing systems can be protected An increase in protection ability is always allowed If protection ability is decreased and the non-influence is shown for one panel type the result is valid also for other panel types 5.3.5 Length and height of wall construction For horizontal installation the height of the wall in the end-use application (provided that each panel is fixed to the bearing structure in such a way that the load is not accumulated from above to the lower parts of the wall) can be freely increased providing that the panels in the reference test are fixed at both ends and have a free edge at the top For vertical installation the length of the wall in the end-use application can be freely increased providing that boundary conditions in the reference test are as described in EN 1364-1 5.4 Interaction between the factor influences The situation with combined variations is always very complex and must be considered case by case To be able to combine variations there shall be an overrun of at least 20 % subject to a minimum 10 compared to the classification 13 BS EN 15254-5:2009 EN 15254-5:2009 (E) 5.5 Support structure The panel assembly is a non-loadbearing wall and is always fixed to a support structure The support structure is not normally included in the fire test but is essential to the functioning of the wall In a fire test the support structure is the test frame into which the assembly is mounted The material of the frame can vary from one laboratory to another but it can be assumed that the frame is rigid without any big deflections In practice the panel assembly can be fixed to different types of support structures The test results shall be valid if the following requirements on the support structure are fulfilled:  the support structure has at least the same fire resistance classification time for loadbearing capacity as the panel assembly has for insulation and/or integrity;  the thermal movements of the support structure does not impose any loads on the panel assembly that can affect the integrity properties of the tested wall;  the fixing system has the same loadbearing capacity in the support structure as in the frame used in the reference test 5.6 Heating conditions This standard deals with extended application of sandwich panel walls tested according to the standard EN 1364-1 If the test is conducted according to the standard heating curve given in EN 1363-1 the test results shall also be valid for the external fire exposure curve given in EN 1363-2 Small scale tests and calculation methods 6.1 Small scale tests For determining and comparing temperatures and insulation values for different constructions it is possible to use small scale test furnaces When this has been suggested as a possibility in the rules in Clause a furnace according to the requirements in EN 1363-1 but with minimum opening dimensions of m x m shall be used together with the appropriate time-temperature curve and furnace pressure conditions used in the reference test One test for each parameter change shall be used and the results shall always be compared to the reference construction tested in the same furnace 6.2 6.2.1 Calculation methods General Calculation methods shall be confined to calculations of average temperature and load-bearing capacity of fixings Wherever possible temperature data shall be derived from fire tests but results of computer models shall be acceptable where they have been adequately validated (thermally and mechanically) for the fire test conditions 6.2.2 Calculation of strength properties An easy way to validate the load bearing capacity of fasteners and fixing system is to calculate the imposed load per fastener in the reference test and fix the amount of fasteners so that the load per fastener imposed by the changes made is less than in the reference test A more accurate calculation method that may be used is given in Annex B Calculations of panel-fastening suspension capacity shall be made: a) for the exposed metal face after it has delaminated from the core; and 14 BS EN 15254-5:2009 EN 15254-5:2009 (E) b) for the unexposed metal face assuming it carries the whole weight of the core material Temperature data are needed at the panel head detail and these data should be obtained from several thermocouples mounted on the test specimen specifically for this purpose Strength loss of the metal facings and other fabrication details which transmit the load at the panel head shall be calculated and fastening shear and pull-out strength data used to check that the dead loads can be carried throughout the test period Several changes can have an impact on the load carried by the adhesive layer To carry out the changes and assess an extended application the strength of the adhesive bond between the core and face material at 250 °C must be known A tensile test at this temperature according to the test method given in EN 14509 shall be used to validate the strength 6.3 Additional measurements to be carried out in the reference test Some extended applications require additional measurements from the reference test If these are needed the sponsor must ask for them when ordering the reference test The following data can be used and measured:  additional temperature measuring points on the fastenings and fixings;  additional temperature measuring points below any kind of protections;  the deflections of the panel assembly in both directions according to Annex B;  measurements on joint behaviour according to Annex B Report of the extended application analysis The extended application report shall be used in conjunction with the classification document as specified in EN 13501-2 and shall contain the following: a) the name and address of the body that produces the report; b) the name and address of the sponsor; c) the type of the assessed wall or walls including a general description and any trade names of all the products involved; d) the reference of this extended application standard and confirmation of the conformity to this standard; e) the description of the change(s) to be made including a clear statement of the proposed variations considered in the analysis which shall include previously requested changes; f) the summary of the report(s) of the reference test(s) and previously granted extended applications; g) the identification of the relevant parameter(s) and the list of the factors to be considered; h) the analysis of the influence of each relevant factor as well as of the interaction between the factor influences; i) the conclusion of the analysis This shall give the new/revised classification of the fire resistance as well as of the field of extended application of the changed design 15 BS EN 15254-5:2009 EN 15254-5:2009 (E) Annex A (informative) Typical behaviour of a metal faced sandwich panel wall when exposed to fire + 20ºC + 20ºC + 20ºC Before fire At early stage of fire At early stage of fire (0 to min) (2 to min) At the end of fire Key Fire Figure A.1 — Typical behaviour of a metal faced sandwich panel wall when exposed to fire 16 BS EN 15254-5:2009 EN 15254-5:2009 (E) Annex B (normative) Evaluation of extension of span length To be able to an extension in the span length above m there shall be an overrun of at least 20 % subject to a minimum 10 compared to the classification EXAMPLE Test result for a construction is 135 Overrun is < 20 % compared to EI 120 classification so allowed span length for this classification is m according to direct application rules Compared to EI 90 classification the overrun is > 20 % and therefore an extension in span length is allowed for this fire resistance classification according to the rules below For evaluation of extension of span length the following measurements and calculations shall be made: a) During the reference test the deflection difference at midspan between the joint and the centres of the adjoining panels shall be measured throughout the test This difference is called ∆f and the calculation method is given in Figure B.1; b) During the reference test also the opening up of the joint at the same places as above shall be measured during the test This is called ∆c and the calculation method is given in Figure B.2; c) If no stichings are used in the panel to panel joints in the reference test at height of m, the following rules apply: 1) Extensions are allowed only if ∆c < 0,5; 2) If ∆f < 0,01 the span may be increased up to 12 m with the same classification as the tested one; 3) If ∆f > 0,06 the span may be increased up to m with the same classification as the tested one according to the direct field of application; 4) Values between 0,01 and 0,06 may be obtained by linear interpolation Measurements for calculating ∆f and ∆c shall be carried out during the whole test When evaluating the allowable spans the measurements at the time of the appropriate fire class shall be used This means that for the same panel different spans can be allowed in different classes To this, ∆c criteria shall be fulfilled; EXAMPLE The following values for ∆f have been calculated: ∆f = 0,005 for 60 min, ∆f = 0,01 for 90 and ∆f = 0,03 for 120 and failure at 150 This will give the following classes and spans: EI 120 span length 8,8 m and EI 90 span length 12 m d) If stiching is used in the panel to panel joints in the reference test the span may be increased up to 12 m with the same fixing type and distance between centres as in the tested assembly; e) If no stiching is used in the panel to panel joints in the reference test the span may be increased up to 12 m with stiching every m; f) Span lengths over 12 m are not allowed; g) Extension in span length is only allowed with tested panel orientation; h) The required amount of fasteners shall always be calculated in accordance with the formulae in this annex 17 BS EN 15254-5:2009 EN 15254-5:2009 (E) L1 f1 fj f2 C1 L2 C2 ∆f = (fj – 0.5*(f1 + f2))/L1 ∆c = (c2 – c1)/L2 Figure B.1 — Calculation of ∆f in midspan section Figure B.2 — Calculation of ∆c 18 BS EN 15254-5:2009 EN 15254-5:2009 (E) By vertical mounting orientation: Forces are acting at one face, but both faces have to be designed for the same force as fire can be from each direction Forces acting at the top of the panels: q Tensile forces: Ft,Ed = L b (q + g) Shear forces: Fv,Ed = (L b q)/2 g By horizontal mounting orientation: F2 F1 gL gL q Forces are acting on the extreme fastener at the end of the panels: Tensile: Ft,Ed = (L b q)/2 Shear: F1 = (L b q)/2 F2 = Lb(q + gL/8b) 2 1/2 Fv,Ed = (F1 + F2 ) In the equations above, q is air pressure in fire (0,3 kPa if nothing else specified), g own weight in kPa, L span in m, b panel width in m, n number of fasteners The number of fasteners needed is calculated as following for temperature on the fasteners as measured from the fire test: Fv,Ed/Fv,Rd + Ft,,Ed/Ft,,Rd ≤ n k where Fv,Rd and Ft,,Rd = the design value for shear and tensile strength of the fastener in normal temperature; Fv,Ed and Ft,,Ed = the forces acting at the fasteners calculated from the formulas above; n = the number of fasteners; k = the decrease on the yield strength of steel according to EN 1993-1-2 (k = for steel temperature up to 400 °C, below for steel temperature above 400 °C); The material and load factors are set to 1,0 in the above equations Figure B.3 — Membrane (catenary) forces acting on the fasteners of a sandwich panels in case of fire 19 BS EN 15254-5:2009 EN 15254-5:2009 (E) Bibliography [1] EN 1363-2, Fire resistance tests — Part 2: Alternative and additional procedures [2] EN 1991-1-2, Eurocode Actions on structures — Part 1-2: General actions — Actions on structures exposed to fire 20 This page deliberately left 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