© ISO 2016 Timber structures — Structural insulated panel roof construction — Test methods Structures en bois — Panneaux sandwich porteurs isolants pour toitures — Méthode d’essais INTERNATIONAL STAND[.]
INTERNATIONAL STANDARD ISO 18402 First edition 2016-09-01 Timber structures — Structural insulated panel roof construction — Test methods Structures en bois — Panneaux sandwich porteurs isolants pour toitures — Méthode d’essais Reference number ISO 18402:2016(E) © ISO 2016 ISO 18402:2016(E) COPYRIGHT PROTECTED DOCUMENT © ISO 2016, Published in Switzerland All rights reserved Unless otherwise specified, no part o f this publication may be reproduced or utilized otherwise in any form or by any means, electronic or mechanical, including photocopying, or posting on the internet or an intranet, without prior written permission Permission can be requested from either ISO at the address below or ISO’s member body in the country o f the requester ISO copyright o ffice Ch de Blandonnet • CP 401 CH-1214 Vernier, Geneva, Switzerland Tel +41 22 749 01 11 Fax +41 22 749 09 47 copyright@iso.org www.iso.org ii © ISO 2016 – All rights reserved ISO 18402:2016(E) Contents Page Foreword iv Introduction v Scope Normative references Terms and definitions Symbols Product evaluation 5.1 5.2 Tests applicable to the panel construction Tests applicable to roof panels 6.1 Conditioning 6.1.1 Standard conditioning 6.1.2 Alternative conditionings Tensile test on the core material and bonding between faces and core 6.2.1 Specimen size and sampling 6.2.2 Conditioning 6.2.3 Loading method and test procedure 6.2.4 Reporting results 6.3.1 Specimen size and sampling 6.3.2 Loading method and test procedure 6.3.3 Reporting results Out of plane bending (stiffness and strength test) 6.4.1 Panels subjected to uniform loading 6.4.2 Panels subjected to concentrated loads 11 In-plane (diaphragm) monotonic load racking stiffness and strength test 11 12 Creep testing 17 Structural testing 6.2 6.3 6.4 6.5 6.6 S hear tes t o n p anel as s emb ly (s ho rt- term lo ading) 6.5 Tes t as s emb ly Accelerated ageing (durability) testing 17 Annex A (informative) Testing for creep by means of ASTM C480 18 Bibliography 21 © ISO 2016 – All rights reserved iii ISO 18402:2016(E) Foreword ISO (the International Organization for Standardization) is a worldwide federation of national standards bodies (ISO member bodies) The work o f preparing International Standards is normally carried out through ISO technical committees Each member body interested in a subject for which a technical committee has been established has the right to be represented on that committee International organizations, governmental and non-governmental, in liaison with ISO, also take part in the work ISO collaborates closely with the International Electrotechnical Commission (IEC) on all matters o f electrotechnical standardization The procedures used to develop this document and those intended for its further maintenance are described in the ISO/IEC Directives, Part In particular the different approval criteria needed for the di fferent types o f ISO documents should be noted This document was dra fted in accordance with the editorial rules of the ISO/IEC Directives, Part (see www.iso.org/directives) Attention is drawn to the possibility that some o f the elements o f this document may be the subject o f patent rights ISO shall not be held responsible for identi fying any or all such patent rights Details o f any patent rights identified during the development o f the document will be in the Introduction and/or on the ISO list of patent declarations received (see www.iso.org/patents) Any trade name used in this document is in formation given for the convenience o f users and does not constitute an endorsement For an explanation on the meaning o f ISO specific terms and expressions related to formity assessment, as well as information about ISO’s adherence to the World Trade Organization (WTO) principles in the Technical Barriers to Trade (TBT) see the following URL: www.iso.org/iso/foreword.html The committee responsible for this document is ISO/TC 165, Timber structures iv © ISO 2016 – All rights reserved ISO 8402 : 01 6(E) Introduction This International Standard includes tests for tensile bonding strength of the panels, ageing, shear, creep performance, horizontal in-plane performance and out-of-plane bending performance The tests applicable to panels for particular applications are indicated, while the test requirements include f reporting of results lab orator y cond ition s , s ome advice i s given i n no te s on the nu mb ers o T h i s I nternationa l Standard i s no t i ntende d © ISO 2016 – All rights reserved for qua l ity control te s ti ng or s ample s to b e te s te d and the for form ity a s s e s s ment v INTERNATIONAL STANDARD ISO 18402:2016(E) Timber structures — Structural insulated panel roof construction — Test methods Scope T h i s I nternationa l Standa rd s p e ci fie s te s t me tho d s for de term i ni ng , for properties of double-sided load bearing structural insulated panels having face u s e i n ro o fs , the s truc tu l layers , at le as t one o f wh ich i s a wo o d-b a s e d s truc tura l p anel, a nd — two — a core made o f a therma l ly i n s u lati ng materia l havi ng s u fficient she ar s treng th to c au s e the face l ayers to ac t to ge ther s truc tura l ly face NO TE Gyp s u m-b a s e d s tr uc tu l b o a rd s c a n b e u s e d a s one l ayer NOTE Panels can contain internal framing or bracing NO TE T he p er fo r m a nce o f p a nel s with non- s tr uc tu l i n s u l atio n i s genera l l y c a lc u l ab le accord i ng to de s ign codes such as EN 1995–1-1, or tested according to appropriate standards Normative references T he fol lowi ng c u ments are re ferre d to i n the tex t i n s uch a way th at s ome or a l l o f thei r content s titute s re qu i rements o f th i s c u ment For date d re ference s , on ly the e d ition cite d appl ie s For u ndate d re ference s , the late s t e d ition o f the re ference d c ument (i nclud i ng a ny amend ments) appl ie s ASTM D7446-09, Standard Specification for Structural Insulated Panel (SIP) Adhesive for Laminating Oriented Strand Board (OSB) to Rigid Cellular Polystyrene Thermal Insulation Core materials ASTM D1183, Standard Practices for Resistance of Adhesives to Cyclic Laboratory Aging Conditions Terms and definitions For the pu r p o s e s o f th i s c u ment, the fol lowi ng term s and defi n ition s apply 3.1 structural insulated panel SIP panel with two load bearing skins, one bonded (3.4) to each face of a rigid, lightweight, homogenous core materia l with s u fficient s he a r s treng th to cau s e the face layers to ac t to ge ther s truc tu l ly Figure — Cross section of a structural insulated panel N o te to entr y: H o mo geno u s co re i s m ade o f one m ater i a l with no i nter n a l j oi nts re qu i r i ng b o nd i ng © ISO 2016 – All rights reserved ISO 840 : 01 6(E) 3.2 double skin box with structural core type structural insulated panel panel with a rigid core surrounded by a structural frame, with or without internal ribs, and two skins mechanically fastened and/or bonded (3.4) to the frame and core forming a closed box Note to entry: The skins, core and frame all contribute to the load bearing capacity o f the panel Key core internal structural frame Figure — Structural insulated panel with internal s tructural frame 3.3 slabs tock core material pre-formed into slabs of thickness equal to the required depth of the core and then bonded (3.4) with a suitable adhesive Note to entry: When the length and width o f a slab o f core material is less than or equal to the length and width o f the SIP, they may be internally bonded bonded components of a structural insulated panel (3.1) that have been joined together, usually by adhesive Note to entry: Alternatively, some foams used for cores are foamed in situ expanding and curing, thus, bonding automatically to the enveloping components Symbols AF1 AF a , b, c B EF1 EF2 F max F Fu Fmax,est V F and are self-adhesive whilst area of cross-section of the faces of the test panel, in square millimetres distance, in mm width of full panel, in mm Young’s modulus of faces of the test panel, in N/mm2 load, in N maximum load, in N ultimate load, in N estimated maximum load, in N applied vertical load, in N © ISO 2016 – All rights reserved ISO 18402:2016(E) D Ds Ds ′ Gc G ′ Fg Fg Fg F lever F p late FQ H L l M MU P R RU SU T Tr W b dc e fcv fct panel thickness, in mm real shear deformation, in mm apparent shear deformation, in mm shear modulus of core, in N/mm apparent shear stiffness, in N/mm2 self weight of loading element self weight of the panel in N applied permanent load, in N weight of lever arm, in N weight of loading plate and rod, in N variable load, in N height of full panel, in mm span, in mm length of panel sample, in mm mass, in kg u lti mate moment c ap acity, i n kNm load, in kN stiffness, in N/mm; strength, in N/mm maximum reaction at failure, in kN ultimate shear strength, in N/mm loading time, in seconds re cover y ti me, i n s e cond s i mp ac t energ y, i n J width of panel sample, in mm depth (thickness) of core, in mm depth between the centroids of the faces, in mm shear strength of core material, in N/mm2 tensile strength of core material, in N/mm2 © ISO 2016 – All rights reserved ISO 18402:2016(E) t , t , t overall thickness of the face in mm Δt to ta l defle c tion u nder ver tic a l d i aph ragm lo ad, i n m m deformations, in mm; ultimate deformation, in mm w w u w t to ta l defle c tion u nder s tant lo ad at ti me t, i n m m; w i n iti a l s tatic defle c tion u nder s tant lo ad and temp eratu re, i n m m; η fac tor v panel racking deformation, in mm o f le s s tha n u nity mo d i fyi ng Fmax,est Product evaluation 5.1 Tests applicable to the panel construction The following test regimes described in this International Standard relate to tests applicable to the panel construction: a) tensile test on core and its bond to faces; b) shear strength of solid core and its bond to faces 5.2 Tests applicable to roof panels The following test regimes described in this International Standard relate to tests applicable to the roof panel: a) out of plane bending (stiffness and strength); b) horizontal in-plane loading (racking stiffness and strength); c) creep test; d) long-term agei ng/du rabi l ity Structural testing 6.1 Conditioning 6.1.1 Standard conditioning With the exception of 6.1.2, all test pieces in 6.2 to 6.6 shall be conditioned to constant mass in an f be attained when the results of at least three successive weighings indicate the moisture content has atmo s phere o relative hu m id ity (6 ± ) % and temp eratu re (2 ± ) ° C C on s tant ma s s i s de eme d to s tabi l i z e d to with i n ± , % for at le a s t h p erio d If the conditions of the testing room are not the same as those in the conditioning chamber, test pieces shall remain in the conditioning chamber until testing and the test completed within h 6.1.2 Alternative conditionings Te s t pie ce s may b e d i fferently cond itione d and/or u ncond itione d © ISO 2016 – All rights reserved ISO 840 : 01 6(E) b e dc D Key core panel faces t1 , t2 Figure — I llustration of depths of components of panel The depths (D and dC ), width (b) and the net face thickness of both faces (t1 , t2 ) of each test specimen shall be measured The loading rate shall be such as to result in failure between and after the commencement of the test 6.3 Reporting results The ultimate shear stress, fCv (MPa), of the core material shall be calculated from the maximum load attained in a specimen failing in shear as follows: fCv = Fu be (2) where load, Fu The test report shall include the following information: a) sampling procedure; b) number of specimens tested; ( kN ) , i s the u lti mate lo ad c arrie d by the s p e ci men for fai l i ng i n s he ar c) the s p e c i fic ation d) the s p e c i fic ation o f the materi a l s u s e d i n the ma nu fac ture o f the te s t p anel s; e) a de tai le d the te s t p anel s; de s crip tion of the te s t s p e ci men s a nd s e tup i nclud i ng any deviation s from the s p e ci fic ation; f) the direction of greater strength of the facing material, if applicable; g) typ e a nd p o s ition o f any fa i lu re; h) moisture content of the timber-based materials as tested; i) any cond ition i ng appl ie d to the s p e c i men s , and the te s t l ab orator y cond ition s; j) the ultimate shear stress, fCv, of the core material for each specimen, and the mean; k) any o ther i n formation b el ieve d to b e appropriate © ISO 2016 – All rights reserved ISO 8402 : 01 6(E) 6.4 Out of plane bending (stiffness and strength test) This test is used to determine the bending stiffness and strength of panels in which the span, L , is su fficiently large to ensure a bending failure based on EN 14509 Alternative methods for evaluating out o f plane bending capacity are presented in ASTM E72-15, Section 11 and ASTM E1803-14, Section 6.4.1 Panels subj ected to uniform loading The test shall be carried out by subjecting a simply supported panel to four line loads (see Figure or 8) extending across the full width of the panel, or to air pressure caused by either a partial vacuum chamber test apparatus or air bags (see Figure 9) The total applied load (including weight of load distribution rig and the specimen) shall be measured by load cells located at the supports NOTE There are a number o f alternative load systems which simulate a uni formly distributed load on a panel These all give similar results for the bending strength and stiffness of the panel F/4 L/4 L/8 F/4 F/4 L/4 F/4 L/4 L/8 Figure — Loading s ys tem F/4 0,1 L F/4 0,3 L 0,2 L F/4 0,3 L F/4 0,1 L Figure — Loading s ys tem F = wL L Key w load per unit strength deflection measured at L/2 Figure — Loading s ys tem 6.4.1 Support conditions A suitable panel support detail is shown in Figure 10 The width of the supports shall be within the range o f 38 mm to 100 mm and shall be su fficiently large to prevent local crushing o f the core © ISO 2016 – All rights reserved ISO 18402:2016(E) 38 - 100 mm Figure 10 — Support condition 6.4.1.2 Test specimens f D, of the panel and shall be chosen to give a bending failure The minimum width of the panel shall be 610 mm If the chosen span results in panel failing in shear, the span shall be increased in increments of 1,0 m until a bending failure is obtained T he ne ce s s ar y s p an i s dep endent on s evera l I n the c a s e o f p anel s from the s a me ac tors i nclud i ng the overa l l dep th, fa m i ly (de s ign) , p a nel s o f the gre ate s t a nd le as t th ickne s s e s s l l b e tested together with a panel from the middle of the range The minimum results for ultimate moment or s ti ffne s s (E I ) sh a l l apply to a l l pro duc ts o f i nterme d i ate th ickne s s I n the c a s e o f p a nel s o f the s ame typ e, but with d i fferent shall be tested 6.4.1.3 face -th ickne s s , p a nel s with the th i n ne s t face Test p rocedure For panels with similar upper and lower faces, this test shall be carried out on either face orientation of the panel For panels with dissimilar upper and lower faces, this test shall be carried out with the weakest face in tension P rior to the te s t, a s ma l l lo ad , wh ich s l l b e no t gre ater than 10 % o f the for no more than and then removed fa i lu re lo ad, s l l b e appl ie d L ab orator y cond ition s o f temp erature a nd hum id ity sha l l b e re corde d T he p anel s l l b e lo ade d s te ad i ly i n at le as t 10 i nc rements u nti l fai lu re o cc u rs T he defle c tion s p e e d sha l l no t exce e d /5 o f the s p an p er m i nute at a ny ti me du ri ng the te s t B o th the lo ad and the centra l defle c tion s l l b e re corde d D i s placement tra n s ducers s l l h ave a n acc u rac y o f ,1 m m 6.4.1.4 Determination of the bending moment capacity, M u T he b end i ng moment c ap ac ity, M Mu = Fu L/8 where Mu u , for a s i mu l ate d u ni form ly d i s tribute d lo ad sha l l b e given b y (3) i s the u lti mate moment c ap ac ity i nclud i ng the e ffe c t o f the s el f-weight o f the s p e c i men a nd the mass of the loading equipment, in kN-m; Fu is the total load recorded in the test including an allowance for the self-weight of the specimen and the mass of the loading equipment, in kN; L is the test span, in m T he typ e o f fai lu re s l l b e re corde d B end i ng fai lure s i nclude the buckl i ng o f b o a rd i n compre s s ion, tension failure of board in tension, tension failure within core or a combination of these If shear failure is apparent, the test needs to be repeated at increased span 10 © ISO 2016 – All rights reserved ISO 18402:2016(E) In addition to the moment capacity, the EI o f the composite panel unit shall be determined, assuming a uni formly distributed load pattern 6.4.2 Panels subjected to concentrated loads This test checks the sa fety and serviceability o f roo f panels with respect to concentrated loads, such as a single person walking on the panel, for access both during and after erection Facings shall be capable of supporting the designated concentrated load (see 6.4.2.3) without failure 6.4.2.1 Test apparatus The test shall be conducted on a simply supported panel with a load applied at the centre o f the panel 6.4.2.2 Test specimens The test specimen shall be a single panel of full width The length (span) shall be the largest envisaged in practice for a given depth of panel based on 6.4.1.2 6.4.2.3 Procedure The tests shall be carried out on single span panels with the ends of the panels supported on a minimum 38 mm wide bearing plate For each face and core combination, a minimum of three tests is recommended A load o f 1,8 kN shall be applied, unless an alternate load is required otherwise by the national regulatory requirements/standards The load shall be applied at mid-span through a 76 mm diameter disc in order to avoid local stresses 6.4.2.4 Calculations and results Panels shall meet one of the following three possible outcomes: a) if the panel carries the applied load without permanent visible damage, there are no restrictions for occasional access onto the roof either during or after erection; b) if the panel supports the load, but with permanent visible damage, measures shall be taken to avoid damage during erection (e.g walking boards) Furthermore, there shall be no provision for access to the roof after building work is completed; c) if the panel fails to support the load for the span and depth tested, it shall be retested for a different span/depth combination such that it meets criteria a) or b) In addition, deflection shall be verified to meet the national requirements 6.5 In-plane (diaphragm) monotonic load racking stiffness and strength test This test method covers procedures designed (1) to evaluate the static shear capacity o f a typical segment of a framed diaphragm under simulated loading conditions and (2) to provide a determination of the stiffness of the construction and its connections based on ASTM E455 Alternate test procedures as provided in EN 594 may be used to determine the monotonic per formance o f SIP roo f diaphragms A diaphragm construction is an assembly o f materials designed to transmit shear forces in the plane o f the construction A typical simple span diaphragm is shown in Figure 11 © ISO 2016 – All rights reserved 11 ISO 18402:2016(E) Key reaction to shear wall or frame diaphragm web diaphragm chord applied lateral force Figure 11 — Schematic span diagram 6.5.1 T he Test assembly d i aph ragm te s t a s s embly s l l s i s t o f a fra me or fram i ng s ys tem on wh ich the elements comprising the SIP diaphragm panels are placed The elements shall be fastened to the frame in a man ner e qu iva lent to thei r attach ment i n the field T he as s embly may b e te s te d hori zonta l ly or ver tic a l ly E ither a c anti lever or a s i mple s p an d iaph ragm a s s embly may b e u s e d, with concentrate d or distributed loading 6.5.1.1 Cantilever frame A pinned frame reaction at corner (C) shall be provided to transfer the horizontal force (P) through the Figure 12 The pin shall be located as close as possible to the diaphragm-to-frame contact plane to minimize warping of the diaphragm surface A vertical reaction roller or rollers shall be provided in the diaphragm plane at corner (H) The frame shall be D) and (E to prevent displacement of the diaphragm from the plane of testing, but not to restrict in-plane displacements d iaph ragm i nto the s upp or t s ys tem as shown i n l atera l ly s upp or te d at adj acent corners ( 12 ) on rol lers a nd at o ther lo c ation s , a s ne ce s s ar y, © ISO 2016 – All rights reserved ISO 8402 : 01 6(E) NO TE 1 , , a nd repre s ent d i a l gage or o ther de fle c tio n me a s u r i ng de vice NOTE Lateral restraint devices are not shown and should not restrict movement in the plane of the diaphragm Figure — C antilever beam diaphragm test 6.5 Simple span frame In-plane reactions shall be provided at points (E) and (H) as shown in Figure 13 to resist the applied test load or loads The frame shall be supported with rollers at points (C), (D), (E) and (H) and under each loading point Hold-downs with rollers shall be provided to prevent displacement of the specimen from f C) and (D), instead of reactions shown at points (E) and (H ) in Figure 12 the plane o te s ti ng , but no t to re s tric t i n-pl ane d i s pl acements T he d i aph ragm may a l s o b e s upp or te d by ten s ion re ac tion s at p oi nts ( © ISO 2016 – All rights reserved 13 ISO 840 : 01 6(E) NO TE 1 , , a nd rep re s ent d ia l gage or o ther de fle c tio n me a s u r i n g de vice NOTE Lateral restraint devices are not shown and should not restrict movement in the plane of the diaphragm Figure 13 — Beam diaphragm with third-point loading 6.5 Diaphragm size The diaphragm shall be tested on a span length, a, as shown in Figure 12 for a cantilever test, equal to be less than 3,55 m (12 ft) in either length or width, nor shall it contain less than two elements if the diaphragm consists of individual elements The diaphragm length and depth shall be as shown in Figure 13 for a simple span frame, where the dimensions a and b have the same connotation as above with a minimum dimension in either case of 3,55 m (12 ft) or gre ater than the typic a l s upp or t s p aci ng l i kely to b e u s e d i n the bu i ld i ng T he te s t as s emb ly s l l no t NOTE It is preferable to use a minimum diaphragm size of 7,2 m (24 ft) for each dimension for a simple span test 6.5 Number of tests A minimum of two specimens shall be tested to determine the value of a given construction If the plan o f the d iaph ragm i s u n s ym me tric a l, the s e cond te s t s l l b e r u n with the s p e c i men orientation revers e d with re s p e c t to the lo ad app l ic ation u s e d on the fi rs t s p e ci men I f the te s te d s treng th s no t agre e with i n 10 % o f the lower va lue, a th i rd s p e ci men sh a l l b e te s te d with th i s s p e c i men oriente d i n the same manner as the weaker of the two previous tests A mean value shall be computed from the lowest two values of the three tests 14 © ISO 2016 – All rights reserved