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 Handbook on structural timber design to Eurocode 5 (IS EN 1995-1-1) rules including strength capacity tables for structural elements
 James Harrington1, Malcolm Jacob and Colin Short
 James Harrington and Associates, Four One The Rise, Mount Merrion, Co Dublin. Tel: (01) 2789709.
 COFORD, National Council for Forest Research and Development Arena House Arena Road Sandyford Dublin 18 Ireland Tel: + 353 1 2130725 Fax: + 353 1 2130611 © COFORD 2006
 First published in 2006 by COFORD, National Council for Forest Research and Development, Dublin, Ireland.
 All rights reserved. No part of this publication may be reproduced, or stored in a retrieval system or transmitted in any form or by any means, electronic, electrostatic, magnetic tape, mechanical, photocopying recording or otherwise, without prior permission in writing from COFORD.
 ISBN 1 902696 52 2
 Title: Handbook on structural timber design to Eurocode 5 (IS EN 1995-1-1) rules including strength capacity tables for structural elements. Authors: James Harrington, Malcolm Jacob and Colin Short.
 Citation: Harrington, J., Jacob, M. and Short. C. 2006. Handbook on structural timber design to Eurocode 5 (IS EN 1995-1-1) rules including strength capacity tables for structural elements. COFORD, Dublin.
 The views and opinions expressed in this publication belong to the authors alone and do not necessarily reflect those of COFORD.
 Construction in Ireland has grown beyond all expectations over the past decade. All components of the industry have shared in the boom, from commercial property to dwellings, to roads and other infrastructure. Building and construction now account for one fifth of all economic activity – not surprising, given that over 81,000 dwellings were completed in 2004 – an all time record that puts Ireland at the top of the European league table. Wood product sales have grown in tandem with the building boom. One sector in particular – timber frame – has mushroomed from being an insignificant player in construction less than a decade ago, to where a quarter of all new dwellings are timber structures. Timber frame use continues to grow, with informed analysts predicting that it will soon become as common as traditional block build. There are many reasons to expect such a market share – not least the growing use of off-site construction, and the new EC Directive on the Energy Performance of Buildings. Versatility and energy performance are not the only reasons why the use of timber construction is likely to further expand. Confidence in the structural performance of wood has greatly increased. Underpinning this development are the many new CEN timber standards, in key areas such as strength classification of sawn timber. Engineers and architects can now specify using the CEN standards, under a common design approach that is set out in Eurocode 5 Design of Timber Structures, now an Irish standard. EC5 and the other Eurocodes, which form a set of harmonised structural design codes for building and civil engineering works, will soon become a key part of enabling works to comply with the requirements of the EC’s Construction Products Directive. This handbook is therefore a timely publication. It sets out in substantial detail the basis of the EC 5 approach, and its underlying limit state design philosophy. Each CEN standard called up in the code is comprehensively dealt with, as are material properties, such as strength and stiffness characteristic values, and durability.
 what will no doubt become a standard reference work for the design of timber structures in Ireland. Malcolm Jacob and Colin Short.ii In conclusion COFORD congratulates the authors. where timber has a very significant untapped potential. David Nevins Chairman Dr Eugene Hendrick Director . particularly in the commercial building sector. We are confident it will contribute to the greater use of wood in construction. for putting together under a COFORDfunded project. Jim Harrington.
 bóithre agus bonneagar eile .000 teaghais críochnaithe i 2004 – curiarracht amach is amach a chuireann Éire ar bharr clár léige na hEorpa. i gcur ar chumas oibreacha géilleadh do riachtanais Treoir an CE i leith Táirgí Tógála. Tá úsáid fráma adhmaid fós ag méadú. Bhain gach eilimint sa tionscal tairbhe as an mborradh. i bpríomhréimsí mar rangú neart adhmaid sáfa. go aimsir nuair atá ceathrú de theaghaisí nua go léir ina struchtúir adhmaid. Mar sin foilseachán tráthúil atá sa lámhleabhar seo Leagann sé amach go mionsonrach bunús an chur chuige EC 5 agus an fhealsúnacht teorainn dearadh stáit atá taobh thiar de. Pléitear go cuimsitheach gach . tuarann anailísithe eolasacha go mbeidh sé chomh coitianta le hábhar tógála bloic traidisiúnta. Tá go leor cúiseanna le bheith ag súil le scair margaidh dá leithéid. Ag tacú leis an bhforbairt seo tá go leor caighdeán adhmaid CEN nua. D’eascair earnáil amháin faoi leith – fráma adhmaid – ó ról beag a bheith acu i dtógáil níos lú ná deich mbliana ó sin. Anois is féidir le hinnealtóirí agus ailtirí sonrú agus úsáid á bhaint acu as caighdeán CEN. ar cheann de na cúiseanna móra tá úsáid méadaithe tógála amach ón láthair. Beidh príomhról ag EC5 agus na Eurocóid eile. faoi chur chuige coitianta i dtreo dearaidh atá leagtha amach i Eurocode 5 Design of Timber Structures. Tháinig méadú mór ar an muinín as feidhmiú struchtúrtha an adhmaid. Tháinig borradh ar dhíolachán táirgí adhmaid i dteannta leis an mborradh ar thógáil. Anois tá tógáil freagrach as cúigiú de ghníomhaíocht eacnamaíoch ar fad – níl aon ionadh. teaghaisí. atá ina sraith cód dearaidh structúrtha a fhreagraíonn dá chéile d’oibreach tógála agus innealtóireachta sibhialta. agus an Treoir AE nua ar Fheidhmiú Fuinnimh Foirgneamh . agus 81. idir maoin tráchtála.iii Brollach Tháinig borradh ar thógáil in Éirinn a bhí i bhfad chun tosaigh ar ionchas cách i rith an deich mbliana seo caite. Ní hiad ilchumas agus feidhmiú fuinnimh na cúiseanna amháin gur cosúil go dtiocfaidh tuilleadh méadaithe ar úsáid tógáil adhmaid. ar caighdeán Éireannach e anois.
 mar a phléitear airíonna ábhair. Jim Harrington. Mar chonclúid déanann COFORD comhghairdeas leis na húdair. áit a bhfuil deis mhór ag adhmad nár baineadh tairbhe as fós. go háirithe in earnáil na tógála tráchtála. mar neart agus luachanna sainiúla doichte agus marthanacht. Táimid cinnte go gcuirfidh sé le húsáid níos mó adhmaid i dtógáil.iv caighdeán CEN a ghlaoitear air sa chód. David Nevins Cathaoirleach Dr Eugene Hendrick Stiúrthóir . a bheidh gan amhras ina shaothar tagartha caighdeánach do dhearadh struchtúir adhmaid in Éirinn. Malcom Jacob agus Colin Short. as ucht tionscadal atá maoinithe ag COFORD a chur le chéile.
 The significant changes to the original code consisted of addition of new data in regard to grades of timber for use. rather than await the time when it is no longer acceptable to use the current codes of practice which are at present used for the design of timber structures in Ireland. It was based on research and experience of Canadian.C.G. and CP 98 which set out the requirements for preservative treatment for constructional timber. Baird and E. United States and British war-time construction.A.G. Booth was a member of the CP 112 code drafting committee for The Structural Use of Timber in Buildings for which the Institution of Structural Engineers provided the Secretariat. Eurocode 5 (EC5) relies for implementation on a number of other Eurocodes and on a very large number of material and production standards. There was no such aid for the first edition of CP 112. The first handbook which provided background information on the provisions of the 1967 edition of CP 112 was The Structural Use of Timber by Booth and Reece which was published in 1967. This 1967 version referenced eight British standards and two British codes of practice: CP 3 which dealt with basic data for the design of buildings and also loadings.v Preface The first code of practice issued in the United Kingdom (UK) on the structural use of timber was CP 112 of 1952. Its first revision was published by the British Standards Institution in 1967. The foreword to that edition was provided by J. Ozelton in 1976. It enabled the construction industry in the UK to build timber structures and use timber structural elements for a period of fifteen years without serious challenge to its validity. Sunley. This handbook has been prepared so that Eurocode 5: Part 1-1 may be used at an early date. The handbook sets out the . development of glued laminated construction and the structural use of plywood. L. The first edition of a Timber Designers’ Manual in the UK was written by J. Chairman of the Code of Practice on the Structural Use of Timber. Over the period of use it became evident that its main difficulty lay in it being overtaken by research and experience in the UK and overseas.
 There are at the present time a number of the normative standards within the revision process being undertaken by CEN-European Committee for Standardisation. It also provides the basic information for management in entities producing and/or manufacturing structural solid timber. Officers of regulatory and approving authorities will have available the benefit of the information provided in the handbook. . laminated veneer lumber. the standards which are required to be used. It indicates and includes information. metal fasteners and prefabricated wall. glued laminated timber. There are also a number of requirements in these standards which have been challenged for validity in the context of recent structural failures in Member States of the European Union. in order to facilitate the implementation of the design principles and application rules of EC5. assemblies and/or timber structures. The handbook is for use by professional design engineers in the public and private sectors who are involved with design and/or construction of timber elements. floor and roof diaphragm elements. It will enable design engineers. Such matters are currently receiving attention in the context of compilation of load-capacity tables for structural elements.vi manner in which IS EN 1995-1-1 and other Eurocodes interact in the design process. Academic staff at third level colleges and institutes will have the prerequisite information for the development of a syllabus for the introduction and use of Eurocode 5: Part 1-1 at undergraduate level and for the undertaking of relevant research at postgraduate programme level. in a summarised manner. architects and specifiers to use tabulated information relevant for timber construction. Without such information the Eurocode would not be design functional. wood-based panels.
 agus CP 98 a leag amach na riachtanais do chóireáil caomhnaithe d’adhmad tógála.C. na Stát Aontaithe agus na Breataine. Bhí sé bunaithe ar thaighde agus thaithí tógáil aimsir chogaidh Cheanada. Ba iad na hathruithe móra ar an mbunchód ná cur isteach sonraí nua maidir le gráid adhmaid le haghaidh úsáide. Ozelten Timber Designers’ Manual san RA i 1976. Ní raibh aon chúnamh dá leithéid do chéad eagrán CP 112. Braitheann Eurocód 5 (EC5) ar roinnt Eurocóid eile le haghaidh cur i bhfeidhm agus ar líon mór caighdeán ábhair agus táirgthe. Chuir sé ar chumas an tionscal tógála san RA struchtúir adhmaid a thógáil agus eilimintí struchtúrtha adhmaid a úsáid ar feadh tréimhse cúig bliana déag gan dúshlán mór roimh a bhailíocht. Réitíodh an lámhleabhar seo ionas gur féidir Eurocód 5: Cuid 1-1 a úsáid go luath. Thar an tréimhse úsáide tuigeadh gurb í an phríomhdheacracht ná go raibh taighde agus taithí san RA agus thar lear ag teacht suas leis. Scríobh J. forbairt tógáil glaeite lannaithe agus úsáid struchtúrtha sraithadhmaid. Sunley. Baird agus E. Bhí Booth ina bhall de choiste dréachtaithe cóid CP 112 le haghaidh The Structural Use of Timber in Buildings dár chuir an Institute of Structural Engineers Rúnaí ar fáil.vii Réamhrá Ba é an chéad cód cleachtais a d’eisíodh sa Ríocht Aontaithe (RA) ar úsáid adhmaid struchtúrtha ná CP 112 ó 1952. in áit fanacht le ham nuair nach mbeidh sé inghlactha a thuilleadh na cóid cleachtais reatha a úsáidtear faoi láthair le haghaidh dearadh struchtúir adhmaid in Éirinn a úsáid. Ba é an chéad lámhleabhar a chuir eolas cúlra ar fhorálacha eagrán 1967 CP 112 ar fáil ná The Structural Use of Timber le Booth agus Reece a d’fhoilsíodh i 1967.A. Leagann an lámhleabhar amach an bealach ina idirghníomhaíonn IS EN 1995-1-1 agus Eurocóid eile sa . D’fhoilsigh an British Standards Institution an chéad athbhreithniú air i 1967.G. Chuir J.G. Rinne an leagan seo ó 1967 tagairt d’ocht gcaighdeán Briotanach agus dhá chód cleachtais Briotanach: CP 3 a phléigh le sonraí bunúsach do dhearadh foirgneamh agus lastálacha freisin. L. Cathaoirleach an Chóid Chleachtaidh um Úsáid Struchtúrtha Adhmaid an réamhrá ar fáil .
 Cuireann sé ar chumas innealtóirí dearaidh. adhmad lannaithe veiníre. Is le haghaidh úsáide ag innealtóirí dearaidh gairmiúla sna hearnálacha poiblí agus príobháideach atá i mbun dearadh agus/nó tógáil eilimintí adhmaid.viii phróiseas dearaidh. . adhmad glaeite lannaithe. na caighdeáin nach mór úsáid. Comharthaíonn sé agus tógann sé san áireamh eolas. ailtirí agus sonraitheoirí eolas táblaithe a úsáid chun méideanna eiliminte sonraithe a roghnú le haghaidh tógáil foirgneamh. Gan an t-eolas sin ní féidir leis an Eurocód feidhmiú. eilimintí spiara urláir agus dín. chun cur i bhfeidhm na prionsabail dearaidh agus rialacha feidhmiúcháin EC5 a éascú. painéil le boinn adhmaid. Freisin soláthraíonn sé an t-eolas bunúsach do bhainistíocht in aonáin ag táirgeadh agus/nó ag déanamh adhmad déantúsaíochta struchtúrtha soladach. Beidh an t-eolas réamhriachtanach d’fhorbairt siollabais le haghaidh tabhairt isteach agus úsáid Eurocód 5: Cuid 1-1 ag leibhéal fochéime agus le haghaidh tabhairt faoi thaighde ábhartha ag leibhéal clár iarchéime. coimeálacha agus/nó struchtúir adhmaid atá an lámhleabhar seo. dúntóirí miotail agus balla réamhdhéanta. ar bhealach coimrithe. Freisin tá roinnt caighdeán a cuireadh dúshlán roimh a mbailíocht i gcomhthéacs teipeanna struchtúrtha ag Ballstáit an Aontais Eorpaigh le déanaí. Faoi láthair tá roinnt caighdeán normatach sa phróiseas athbhreithnithe atá á dhéanamh ag CEN – Coiste Eorpach um Chaighdeánú. Faoi láthair táthar ag breathnú ar chúrsaí dá leithéid i gcomhthéacs cuimsiú clár toilleadh ualaigh d’eilimintí struchtúrtha. Beidh tairbhe an eolais a chuirtear ar fáil sa lámhleabhar ag oifigigh údaráis rialúcháin agus/nó údaráis ceadaithe.
 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .04 2. . . . . 1 Basis of design . . . . . . . . . . . . .37 3. . .02 Basis for characteristic values . . . . . . . .1 1. . . . . . . . 31 Summarised descriptions of the standards listed in 2. . . . . . . . .v Réamhrá . . . . . . . . . . . .vii Section 1: General . . . . . . . . . .01 3. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .04 . .02 1. . . . . . . . . . 5 Section 2: Standards Referenced in Eurocode 5 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .03 1. . . . . . . . . . .03 2. . .Eurocode 1 . . 1 Actions on structures (IS EN 1991) . . . . . . . . . 7 Wood-based panels . . .05 . . . .ix Contents Foreword . . . . . . . . . . . . . . . . . . .05 Eurocode 5 (IS EN 1995-1-1) in the EU . . . .01 2. . . . . 4 Eurocodes recognized for construction works . . . . . . . .iii Preface .03 . . . . 8 Metal fasteners . . . . . . . . . . . . . . .07 2. . . . . . . . . . . . . . . . . . . . . . .7 2. . . . 37 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 35 Section 3: Material Properties . . 9 Summarised descriptions of the standards listed in 2. . . . . . . . . . . .09 Standards grouped in categories . . . . . . . . . 8 Prefabricated wall floor and roof elements . . . . . . . . . . . .04 1. . . . . . . . . . . . . . . .06 2. . . . . . . . . . . . . . . .IS EN 1990 Eurocode 1990 . . . . . . . . . . . . . . . 37 Service class system . . . . . . . . . . . . . . . . glulam and LVL . . . . . . . . . . . . .05 2. . . . . . . .02 2. . . . . 7 Solid timber. . . . . . . . . . . . 14 Summarised descriptions of the standards listed in 2. . . . . . . . . . . . . . . . . . . .01 1. . . . 3 Eurocode 5 as a structural timber limit state design code . . . .i Brollach . . . . . . . . . . 9 Summarised descriptions of the standards listed in 2. . . . . . . . . . . . .02 . . . . . .08 2. . . . . . . . . . . . . . . . . . . . .
 . . . . . . . . . . . . . . . . . . . . . . . . . .02 4. . . . . . . .02 6. . . . . . . . . . . . . . . . . 43 Irish National Annex in respect of loadings. . . . . . . . . . .02 5. . 40 Durability of materials . . 41 Section 4: Loadings and Actions . 49 Requirements for resistance to horizontal and vertical actions . . . . . . . . . . . . . . . . . . . . .01 4. . . . . . . . . . . . . . . . . . . . . . . . . .43 4. . .03 5. . .04 4. . . . . . . . . .05 General actions . . 53 Outline of IS EN 1995-1-1 relevant sub-clauses . . . . .05 5. . . 46 Section 5: Roof. . . . . . . 54 Production requirements . . . . . . . .53 6. . . . . . . . . . . .03 3. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Floor and Wall Diaphragms . . . . . . . . . . . . . . 53 Requirements on structural detailing and control compliance . . . . . .06 Load-duration classes . . .06 5.x 3. . . . .01 6. . . . . . . . . . . . . . 55 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .04 5. . . . . . . . . .03 6. . . . . . . . . . 45 Horizontal loads on partition walls and on parapets. . . . . . . . . . . . . . . . . . . . . . 54 Draft Irish Standard IS 193: 2006. . . . . . . . . . . 52 Section 6: Trusses Fabricated with Metal Plate Fasteners . . . . . . . . . . . . . . . . . . . . . . . . 50 Load-racking capacity and function of a panel . . . . 50 Fixings for formation of panels . . . . . . . . . . . . 37 Partial factors for material properties and resistances . . . . . . . . . 38 Modification factors for deflections and deformations . 49 Design principles. . . . . . . . . . . . . . . . . . . . . . . 49 Shear walls . . . . . . . . . .04 3. . . . . . . . . . . . . . .04 6. . . . . 43 Categories of use . . . . . . . . . . . 51 Design and product specification data for compliance .05 3. . . .07 Basis of strength and stability . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .05 Design basis in respect of profile . . . . .03 4. . . . . . . . . . 44 Imposed loads on roofs . . . .49 5. . . . . . . . . . . . . . .01 5. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
 National standards bodies in each member state of the EU and EFTA countries are obliged to give this European standard the status of a national standard without any alteration. describes the design and verification procedures and provides guidelines for related aspects of structural reliability.IS EN 1990 Eurocode 1990 The basis of design of timber structures as applied in EN 1995 is required to be in accordance with EN 1990 which sets out the principles and requirements for safety.02 Basis of design .1 Section 1: General 1. EN 1995 is intended to be used in conjunction with: • EN 1990: 2002 Eurocode — Basis of design • EN 1991: Eurocode 1 — Actions on structures • EN Standards: in respect of construction products relevant to timber structures. Eurocode 5 is referenced as EN 1995: Design of timber structures. In Ireland the responsibility for publication is with the National Standards Authority of Ireland. . and consists of Part 1-1 as described. serviceability and durability of structures. • execution is undertaken by personnel having the appropriate skill and experience.01 Eurocode 5 (IS EN 1995-1-1) in the EU Eurocode 5: Design of timber structures — Part 1-1: General — Common rules and rules for buildings was published by CEN (European Committee for Standardisation) in November 2004. Part 1-2: General rules — Structural fire design and Part 2: Bridges. The general assumptions of EN 1990 are: • the choice of the structural system and the design of the structure is made by appropriately qualified and experienced personnel. 1.
 2 which gives combination. traffic (≤ 30 kN) traffic (> 30 kN < 160 kN).e. in design offices. • the structure will be adequately maintained . A1. factories. 1(1)). EN 1990 and all other Eurocodes make provision for a National Annex whereby the National Standard implementing a Eurocode is permitted to have a choice where the Eurocode allows such a choice in respect of Nationally Determined Parameters (NDPs) for specific procedures or classes or values.2(B) and A1.2. and roof areas respectively. shopping. Equation 6. D. office. These tables are required to be implemented nationally.2. G. Equations 6. are given in tables A1. or referenced material or product specifications. C.2. • Design values of actions in persistent and transient situations for ultimate limit states. which govern the application of the actions in the tables are included for use subject to approval of a client and/or regulatory authority. No . B. • In regard to combinations of actions clauses A1.1 (2) and A1.10(a) and 6. The areas referenced are domestic-residential.the structure will be used in accordance with the design assumptions. production and fabrication plants. and H. congregational.2 • adequate supervision and quality control is provided during execution of the work. F.2(C). i.2(A). • the construction materials and products are used as specified in EN 1990 or in EN 1991 and in Eurocodes EN 1992 to EN 1999 or in the relevant execution standards. storage. The eight categories listed are referenced A.1 of clause A1. The National Annex for IS EN 1990 provides the following in regard to NDPs: • Table 2.10(b). frequent and quasi-permanent factors for variable action loading is unchanged for all categories of loaded areas.1 (3) apply without modification. • Table A1. E. and on site.10 shall normally be used.1: Indicative design working life as given in EN 1990 for the five categories of constructions listed with an extension to 120 years for the working life for bridges subject to the requirement and agreement with clients (A1.
 • Design of structural members comprising geotechnical actions where these need to be considered. modified to exclude more than one main variable action which may be taken with its frequent value.Imposed loads should be taken into account as quasistatic actions (EN 1990. self weight of construction elements and imposed loadings for buildings.2 (3) .10(b) of Table A1. EN 1991-1-1 includes provision for a National Annex whereby the National Standard implementing 1991-1-1 is permitted to have a choice where the Eurocode allows such a choice in respect of Nationally Determined Parameters (NDPs). are not subject to any direction in the National Annex. • Design values of actions in accidental and seismic design situations as given in Table A1.13).3.2(C). • Clause 2.2 (A). the upper value of 1. may be undertaken by using one of three approaches listed under A1.15 is chosen in regard to the application of equation 6. clause 1.3. 1. • Annexes B.3. Load models may include dynamic effects if there is no risk of resonance or other significant . The seismic design situation is also excluded unless specified by a client.1(5) supplemented for geotechnical actions and resistances by EN 1997 (Eurocode 7: Geotechnical design). C and D. • The criteria in clause A1.5.3 modification of values applies to Table A1.4. which are informative only. The National Annex for EN 1991-1–l includes the following in respect of NDPs.2(2) in regard to serviceability as given have not been modified in the National Annex and hence criteria are to be specified for each project and agreed with the particular client.03 Actions on structures (IS EN 1991) Eurocode 1 EN 1991-1-1 (Eurocode 1) provides design guidance and actions for the structural design of buildings and civil engineering works including data for densities of construction materials and stored materials.2(B) and no modification is made to the values given in Table A1.
 from several storeys. 1.Bedrooms and wards in hospitals.3.Values of actions provides a range for imposed loadings in regard to the different categories of loaded areas.Categories of use to be as given in the Eurocode subject to the sub-division of category A (areas for domestic and residential use) as follows: A1: Rooms in houses and dwellings A2: . .1. within which the structure complies in relation to particular performance criteria.Bedrooms in hotels and hostels.Rooms in residential buildings .1. on columns and walls is to be used in accordance with Note 1 of the clause. . • Table 6. • Clause 5. the load model should be determined for special dynamic analysis.2 (10) which provides a reduction factor for imposed loads.04 Eurocode 5 as a structural timber limit state design code EN 1995-1-1 is a limit state design code which requires structural stability to be in accordance with two specifically defined states.2 (10) which provides a reduction factor for imposed loads from a single category of loaded areas is to be used in accordance with the requirements of Note 1 of the clause.2.2 of clause 6. • Clause 6.4 dynamic response of the structure. • Clause 6. If resonance effects from synchronised rhythmical movement of people or dancing or jumping may be expected.1 of clause 6.Kitchens and toilets.1.1 .2 the recommended values for use in Ireland for imposed loads on floors.3 .3. • Table 6.3.2 . The National Annex lists for table 6.Additional provisions specific for bridges is not relevant in respect of this handbook.3.1. These limit states are: . balconies and stairs.
 • as a means of validifying compliance of building and civil engineering works with the essential requirements of Council Directive 89/106/EEC particularly regarding mechanical resistance and stability. • Serviceability limit state — associated with deformation which affects the appearance or effective use of the structure. and its rules for serviceability and durability. . • as a basis for specifying contracts for the execution of construction works and related engineering services.5 • Ultimate limit state — associated with collapse or with other forms of failure which include loss of equilibrium. damage or cracking which is likely to adversely affect the durability of the structure. in conjunction with the partial factor method using EN 1990:2002 and EN 1991 for actions and their combinations and EN 1995 for resistances. 1. In special circumstances limit state criteria involving fatigue and fire resistance may require to be considered.05 Eurocodes recognized for construction works Member states of the European Union and the European Free Trade Association recognise that Eurocodes are appropriate for the following purposes: • as a framework for drawing up harmonised technical specifications for construction products. excessive deformation. transformation into a mechanism. are applied. The basic requirements of EN 1990: 2002 section 2 are deemed to be satisfied for timber structures when limit state design. Regulatory authorities in each member state have the right to determine values related to safety from a range of values. classes or symbols. vibrations which cause discomfort to people or damage to the structure. rupture or loss of stability. The ultimate limit state criteria ensure that the probability of failure is acceptably low and the serviceability limit state criteria ensure satisfactory behaviour under service (working) actions.
 glued laminated timber and laminated veneer lumber. or are currently being. revised. Eurocode 5 refers to fifty-three normative standards and a number of these refer to several other EN standards in regard to compliance. 2. Since publication of EN 1995-1-1 a number of the standards have been. The standards which are relevant to this handbook are grouped hereunder into material categories and listed accordingly. The grouping into material categories is for the convenience of use in respect of this handbook and the following are the respective groups: • Solid timber. Such standards are described in subsequent paragraphs of this section.02 Solid timber. glulam and LVL Relevant standards for solid timber. • Metal fasteners.7 Section 2: Standards Referenced in Eurocode 5 2. merged or altered.01 Standards grouped in categories The application of EN 1995-1-1 for design of structural timber and timber structures relies on data provided in numerous CEN standards. • Prefabricated wall floor and roof elements. glued laminated timber (glulam) and laminated veneer lumber (LVL) are: • IS EN 336: Structural timber — permissible size deviations • IS EN 338: Structural timber — strength classes • IS EN 385: Finger jointed structural timber — requirements • IS EN 390: Glued laminated timber — sizes — permissible deviations • IS EN 1194: Glued laminated timber — strength classes . • Wood-based panels. Where feasible the modifications are given herein for specific standards.
 Part 3 • IS EN 622-4: Fibreboards — Specifications .8 • IS EN 14080: Glued laminated timber — requirements • IS EN 14081: Strength graded rectangular cross-section structural timber • IS EN 14279: Laminated veneer lumber — specifications 2.Part 5 • IS EN 312-6: Particleboards — Specifications .Part 4 • IS EN 312-5: Particleboards — Specifications .Part 1 • IS EN 636-2: Plywood — Specifications .Part 5 • IS EN 636-1: Plywood — Specifications .Part 2 • IS EN 636-3: Plywood — Specifications .Part 2 • IS EN 12871: Wood-based panels — Performance • IS EN 13986: Wood-based panels — Characteristics • IS EN 14374: Structural laminated veneer lumber — requirements .Part 4 • IS EN 622-5: Fibreboards — Specifications .Part 7 • IS EN 622-2: Fibreboards — Specifications .03 Wood-based panels Relevant standards for wood-based panels: • IS EN 300: Oriented Strand Board (OSB) — Definition.Part 3 • IS EN 12369-1: Wood-based panels .Part 2 • IS EN 622-3: Fibreboards — Specifications . classification and specifications • IS EN 312-4: Particleboards — Specifications .Part 6 • IS EN 312-7: Particleboards — Specifications .Part 1 • IS EN 12369-2: Wood-based panels .
 9 2. It does not list target sizes but defines such sizes as the desired dimensional values at 20 percent moisture content.Part 2 2. glued laminated timber and laminated veneer lumber: • IS EN 336 relates to permissible deviations for sawn timber sizes and is a specification for structural timber produced from coniferous and poplar species.requirements • IS EN 14592: Fasteners . It specifies the deviations which are permitted at that moisture content in respect of two tolerance classes.requirements 2.Part 1 • IS EN 14732-2: Prefabricated wall floor and roof elements . namely class 1 and class 2 as follows: .04 Metal fasteners Relevant standards for metal fasteners for timber elements: • IS EN 912: Specifications for connectors for timber • IS EN 1380: Load-bearing nailed joints • IS EN 1381: Load-bearing stapled joints • IS EN 1382: Withdrawal capacity of timber fasteners • IS EN 1383: Pull through testing of timber fasteners • IS EN 13271: Characteristic capacities and slip module for connector joints • IS EN 14545: Connectors .06 Summarised descriptions of the standards listed in 2.02 The following relates to the information included in the group of standards relevant to solid timber.05 Prefabricated wall floor and roof elements Relevant standards for prefabricated wall floor and roof elements: • IS EN 14732-1: Prefabricated wall floor and roof elements .
 Design computations are based on target sizes for thickness and width at moisture content of 20 percent.preferably by machine) into strength classes which are independent of source and species. Strength classes are designated in a range of C14 (lowest) through twelve classes to C50 (highest) in which the numeral in the class designation represents the characteristic bending strength of the timber.25 percent for every 1 percent moisture content lower than 20 percent.5 mm .25 percent for every 1 percent moisture content higher than 20 percent up to 30 percent and decrease by 0.1. Information relevant to seven strength classes and the related characteristic values is given hereunder: . • IS EN 338 provides a strength class system for sawn timber whereby different species can be grouped into categories of strength.10 Tolerance class 1: a) thickness and width ≤ 100 mm : + 3 mm . depending on the quality of the particular timber piece. Each strength class with its other characteristic values is listed in table 1 of the standard.1 mm b) thickness and width > 100 mm: + 4 mm – 2 mm Tolerance class 2: a) thickness and width ≤ 100 mm: + 1 mm – 1 mm b) thickness and width > 100 mm: + 1. It is therefore appropriate to grade (visually or machine . The values are independent of species. In this way the designer specifies a particular strength class which does not require reference to any particular species. A particular species from a particular source or region does not have a uniform strength quality throughout the sawn timber pieces produced from its logs.5 mm The standard stipulates that the thickness and width of a piece of sawn timber can be assumed to increase by 0.
 5 percent where depth > 400 mm.56 320 380 C20 20 12 19 0.38 0.0 5.69 350 420 C27 27 16 22 0.mean (kg/m3): 350 C16 16 10 17 0.0 7. • IS EN 390 relates to permissible deviations for glued laminated timber of rectangular cross sections and widths of 50 to 500 mm with depths of 100 to 2500 mm.characteristic (kg/m3): 290 Density .7 Mean MoE perpendicular (kN/mm2): 0.0 6. .6 2. rafters and laminates for glued laminated timber. Angles of a cross-section shall deviate from the right angle by not more than 2 percent.7 Mean MoE parallel (kN/mm2): 7.32 0.72 370 450 This standard is currently within the revision process.5 6.30 0. Where moisture content differs from 12 percent a correction size is to be established by calculation based on the difference between the reference moisture content and the actual moisture content.4 10.4 0. Deviation of depth shall not exceed +4/-2 mm where depth ≤ 400 mm and shall not exceed +1/0.5 2.4 0. a moisture deformation factor.7 0.1 percent for length > 2000 mm and ≤ 20 m and shall not be more than ± 20 mm for lengths greater than 20 m. and the actual size of a member (width or length) at its actual moisture content. Deviation of width from target size by any corrected size shall not exceed ± 2 mm for all widths.3 2.0 6.5 2.37 0. nor exceed ± 0.5 2.0 0.0 5 percentile MoE parallel (kN/mm2): 4.2 1.2 2.4 0.11 Strength Class: C14 Bending strength (N/mm2): 14 Tension parallel (N/mm2): 8 16 Compression parallel (N/mm2): Tension perpendicular (N/mm2): 0.5 2. Deviation of length shall not exceed ± 2 mm for length ≤ 2000 mm.8 11.5 7.23 Mean shear modulus (kN/mm2): 0.4 Compression perpendicular (N/mm2): 2.27 0.6 2.44 Density .50 310 370 C18 18 11 18 0.4 2.6 11.5 2.2 9.8 8.0 9. Such timber would be suitable for use in joists.33 0.63 340 410 C24 24 14 21 0. • IS EN 385 stipulates the performance requirements and minimum production requirements for finger jointed structural timber.6 0. The glulam member at a reference moisture content of 12 percent is required to have a specified size which is defined as the target size.59 330 390 C22 22 13 20 0.0 Shear (N/mm2): 1.5 2.
 the inner ones are of a lower strength class. Laminations consist of sawn timber elements of particular strength class C14 and higher. modulus of elasticity parallel to the grain and modulus of elasticity perpendicular to the grain. Characteristic strength and stiffness properties are given in the standard in respect of homogenous glulam lay-up for four particular strength classes.1 is applicable to all properties. Strength and stiffness properties for the two types differ in characteristic values except for bending strength. This system permits combinations of grade and species to be classified together with a common set of strength and stiffness properties for each class and results in the introduction of an advantageous economic factor for glulam production. GL28. Where the width is greater than the depth and is also less than 600 mm a similar factor is applicable to the other characteristic values listed in IS EN 1194. A minimum of four laminations is necessary for the inclusion of a glulam piece in a strength class designation. Where the overall depth is less than 600 mm a factor greater than unity but not more than 1. The values for the differing properties are of the order of 5 to 22 per cent greater for the homogenous lay-up arrangements. designated GL24. for which properties have been derived by calculation and which are referenced GL22. GL20 and GL18 (for each of which laminations are of strength classes lower than C24) is given hereunder: . Strength classes are designated GL24c to GL36h with references 'c' and 'h' indicating combination and homogenous form of lamination lay-up respectively. The laminations require to be strength class C24 and higher. Information relevant for seven homogenous glulam strength classes.12 • IS EN 1194 specifies a strength class system for glued laminated timber (glulam). Laminations are in the form of homogenous (similar strength class throughout) or combined (inner and outer laminations of different strength classes). Where combined laminations are used. consisting of the four designated above and three others. Strength and stiffness characteristic values for other glulam strength classes can be derived by calculation using formulae given in the standard together with strength class characteristic values listed in EN 338. GL32 and GL36.
 50 Tension parallel (N/mm2): 11.85 Compression/parallel (N/mm2): Tension perpendicular (N/mm2): 0. GL32 and GL36.70 3.85 Shear strength (N/mm2): 1. GL28.20 MoE parallel (mean) (N/mm2): 9450 MoE parallel (5 percentile) (N/mm2): 7650 MoE perpendicular (mean) (N/mm2): 315 MoE shear (mean) (N/mm2): 585 Density-characteristic (kg/m3): 350 20h 22h 24h 28h 32h 19.70 3.40 1.40 0. It sets out requirements for factory production control. evaluation of conformity. The basis for computation of element analysis for this lay-up form of glulam was not considered to be adequately reliable during the preparation of this handbook.30 Compression perpendicular (N/mm2): 1. durability against biological attack.5 20. It includes the requirements for large finger joints and for production from untreated timber as well as timber treated against biological attack.5 22.25 2.80 21.50 16. The standard includes requirements on performance.45 2. having deviations from target sizes as stipulated in IS EN 336. • IS EN 14081-1 is in respect of structural rectangular cross-section timber.5 29 0. verification on characteristic values.35 0.85 15. • IS EN 14080 specifies the requirements for glued laminated timber for use in load-bearing structures.20 21.45 24 28 32 13. It provides the requirements for strength grading sawn or planed timber visually or by machine. marking.5 19.05 16.80 9975 10550 11600 12600 13700 8075 8500 9400 10200 11100 330 350 390 420 460 615 650 720 780 850 360 375 380 410 430 36h 36 26 31 0. Hence the relevant strength and stiffness characteristic values tabulation is not included herein.00 3.13 Strength Class: 18h Bending strength(N/mm2): 16.60 4.30 1. It does not include finger jointed timber in the requirements.55 2.90 24 26. marking and information on compliance in .60 3. formaldehyde emission.45 0.50 2.20 3. This standard is currently within the revision process. test procedure and information on compliance in respect of the EU Construction Products Directive.30 14700 11900 490 910 450 Requirements in respect of characteristic strength and stiffness properties are also listed in the standard for combined lay-up glulam in respect of strenght class designations GL24. bonding strength of joints.40 0.
 There are three other parts to the standard as follows: IS EN 14081-2: Part 2: Machine Grading .Additional requirements for factory production control IS EN 14081-4: Part 4: Machine Grading . 2.03 The following relates to the information included in the group of standards relevant to wood-based panels and laminated veneer lumber (LVL): • Standard IS EN 300 provides definitions. classification and requirements: This standard relates to the use of LVL in the context of wood-based panels.07 Summarised descriptions of the standards listed in 2.Machine settings for machine controlled systems • IS EN 14279: Laminated veneer lumber (LVL) . OSB/3 type is for use as load-bearing boards in humid conditions and OSB/4 type is for use as heavy duty load-bearing boards in humid conditions. OSB/3 and OSB/4.14 respect of EU Construction Products Directive. . OSB/2. boards for use in dry conditions are required to have the characteristics appropriate for use under service class 1 conditions defined in EN 1995-1-1.Specifications. OSB/1. classifications and specifications for oriented strand boards (OSB). namely. OSB/2 type is for use as load-bearing boards in dry conditions. definitions. boards are classified in four types. The following data are relevant to the use of OSB in regard to load-bearing wood-based panels. Boards for use in humid conditions are required to have the characteristics appropriate for use under service class 2 conditions defined in EN 1995-1-1.Additional requirements for initial type testing IS EN 14081-3: Part 3: Machine Grading .
 internal bond and swelling in thickness and are listed in table 3. internal bond and swelling in thickness. in addition to those given in table 1. tolerance on edge straightness. internal bond and swelling in thickness.minor axis: MoE in bending (N/mm2): . include data for bending strengths. 4 and 6 is as follows: Type OSB/2 Thickness range (mm): Bending strength (N/mm2): . moisture content. tolerances on squareness. requirements for load-bearing for use in humid conditions in addition to those given in table 1. tolerance on the mean density within a board and formaldehyde emission data.15 general requirements for all OSB type boards are given in table 1 of the standard and include tolerances on nominal dimensions.30 20% . modulus of elasticity in bending. moduluse of elasticity in bending. A comparison of particular properties in respect of the three categories of loadbearing boards given in tables 3. and are listed in table 6. requirements for heavy duty load-bearing boards for use in humid conditions in addition to those given in table 1. include data for bending strengths.32 20% 18 to 25 18 9 3500 1400 0.major axis: .major axis: . include data for bending strengths.34 20% 11 to 17 20 10 3500 1400 0. modulus of elasticity in bending. and are listed in table 4.minor axis: Internal bond (N/mm2): Swelling in thickness (24h): 6 to 10 22 11 3500 1400 0. requirements for load-bearing boards for use in dry conditions.
 30 15% Type OSB/4 Thickness range (mm): Bending strength (N/mm2): . P5.16 Type OSB/3 Thickness range (mm): Bending strength (N/mm2): . P2. It supersedes IS EN 312 . P6 and P7. 6 and 7 which have been combined and contains modifications made in the contents of the separate parts during the preparation of the standard.major axis: . The following data are relevant to the use of particleboards in regard to load-bearing wood-based panels: boards are classified into seven types.major axis . namely.minor axis: MoE in bending (N/mm2): .minor axis: MoE in bending (N/mm2): .45 12% 19 to 25 26 14 4800 1900 0. P6 type is for use as heavy duty load-bearing board in dry conditions and P7 type is for use as heavy duty load-bearing board in humid conditions.40 12% The values listed relate to product properties but are not characteristic values for use in design calculations. P5 type is for use as load-bearing board in humid conditions. P1.minor axis: Internal bond (N/mm2): Swelling in thickness (24h): 6 to 10 30 16 4800 1900 0.minor axis: Internal bond (N/mm2): Swelling in thickness (24h): 6 to l0 22 11 3500 1400 0. P4.Part 1. 4.32 15% 18 to 25 18 9 3500 1400 0. • IS EN 312: 2003 provides specifications for particleboards. 5. Characteristic values are given in IS EN 1058.34 15% 11 to 17 20 10 3500 1400 0. . Type P4 is for use as load-bearing board in dry conditions. 2.major axis: .major axis: . P3. 3.50 12% 11 to 18 28 15 4800 1900 0.
 25 N/mm2 and swelling in thickness range over 24 hours of 13% to 9%. an internal bond range of 0. an internal bond range of 0. tolerance on the mean density within a board and formaldehyde data. a bending strength value range of 20 – 12 N/mm2. a bending strength value range of 22 – 15 N/mm2. with modulus of elasticity in bending range of 2550 – 1550 N/mm2. The corresponding bending strength range is 15 – 17 N/mm2. a bending strength value range of 20 – 9 N/mm2. squareness.25 N/mm2 and swelling in thickness range over 24 hours of 15% to 13%. with a modulus of elasticity in bending from 1950 – 1200 N/mm2. moisture content. modulus of elasticity in bending. .20 N/mm2 and swelling in thickness range over 24 hours of 23% to 14%. requirements for heavy duty load-bearing boards for use in dry conditions (P6 type) in addition to those given in table 1.50 . include properties corresponding to those for P4 type boards for a similar range of thicknesses.45 0. an internal bond range of 0.0. There are eight thickness ranges for these boards from 3 – 4 mm (nominal) to 32 – 40 mm and greater than 40 mm. edge straightness. include properties corresponding to those for P4 type boards for a similar range of thicknesses. internal bond and swelling in thickness and are listed in table 6. with modulus of elasticity in bending range of 3150 – 2050 N/mm2. requirements for load-bearing board for use in dry conditions (P4 type) in addition to those given in table 1.60 .17 general requirements for all boards are given in table 1 and include data for tolerances on nominal dimensions. with modulus of elasticity in bending range of 3350 – 2400 N/mm2.75 .0.50 N/mm2 and swelling in thickness range over 24 hours of 9% to 7%. requirements for load-bearing boards for use in humid conditions (P5 type) in addition to those given in table 1. internal bond range of 0. requirements for heavy duty load-bearing boards for use in humid conditions (P7 type) in addition to those given in table 1. include data for bending strengths.0. include properties corresponding to those for P4 type boards for a similar range of thicknesses.
 modulus of elasticity in bending of 1800 and 1600 N/mm2. namely less than 10 mm and greater than 10 mm. Annex A which is normative indicates a colour coding system which is used to define the panel for use for general purpose or for load-bearing application and also identifies the panel as being suitable for use either in dry. and swelling in thickness over 24 hours of 15% for each thickness. The characteristic values (for use in EN 1995-1-1) are given in IS EN 12369-1 or derived by testing in accordance with particular standards. The standard includes tables 1 and 2 which provide general requirements and tolerances on nominal thicknesses for the different categories of fibreboard. soft boards and medium density boards (MDF) respectively.18 The values listed relate to product properties and are not characteristic values for use in design calculations. IS EN 622-3. internal bond value for each thickness of 0. • IS EN 622-2: 2004: provides specifications for properties and requirements for hardboards in addition to the requirements of IS EN 622-1: 2003. Where load- . Requirements for heavy duty load-bearing boards in dry conditions (MBH.LA2) in regard to the corresponding properties for the two category thicknesses are listed in table 6 and include bending strengths of 21 and 18 N/mm2. The values for properties in respect of these two categories include bending strengths 18 and15 N/mm2.10 N/mm2 for each category of thickness and swelling in thickness over 24 hours of 15% for the two thickness categories. in humid or in exterior conditions. each of which is specifically relevant to hardboards. In addition to the requirements of IS EN 622-1: 2003. requirements for load-bearing boards for use in dry conditions (MBH. • IS EN 622-3: 2004 provides specifications for properties and other requirements for medium boards. modulus of elasticity in bending of 2500 and 2300 N/mm2. medium boards. IS EN 622-4 and IS EN 622-5. internal bond values of 0.LA1) are listed in table 5 for two thickness categories.20 N/mm2. • IS EN 622-1: 2003 provides specifications for properties which are common in all uncoated fibreboards and includes in normative references standards IS EN 622-2.
 2900 and 2800 N/mm2 for modulus of elasticity in bending.H2S). modulus of elasticity in bending range 3000 to 2200 N/mm2 internal bond range 0.50 N/mm2 and swelling in thickness over 24 hours range 45% to 6%. 0. The standard is currently within the revision process. internal bond values range 0. modulus of elasticity in bending range of 3000 to 1900 N/mm2.Requirements for softboards clause 3.70 to 0. table 4 of the standard for nominal thickness range 1. 0.LA). Table 5 lists the corresponding requirements for load-bearing boards for use in humid conditions (MDF.30 N/mm2 internal bond value for both thicknesses and swelling in thickness over 24 hours of 9% for each thickness category. • IS EN 622-4: 1997 . These include for a corresponding range of nominal thicknesses bending strength range 34 to 19 N/mm2.HLS1) table 7 includes the following requirements in respect of the two categories of thickness and are listed as 20 and 18 N/mm2 for bending strength.8 to greater than 45 mm in nine categories specifies particular properties including values for bending strength range 29 to 19 N/mm2. • IS EN 622-5: 1997: Requirements for dry process boards (MDF). The listed values are 28 and 25 N/mm2 for bending strength. Options are also included in regard to swelling in thickness values after cyclic testing.20 N/mm2 internal bond value for both categories and 9% for swelling in thickness over 24 hours for the two categories of thickness. 2000 and 1800 N/mm2 for modulus of elasticity in bending. In addition to the requirements of IS EN 622-1: 2003.5 (1) of EN 1995-1-1 significantly restricts the use of softboards specified in this standard.60 N/mm2 and swelling in thickness over 24 hours range of 35% to 6%. and in regard to internal bond values following . For heavy duty load-bearing boards for use in humid conditions (MBH. This standard provides specifications for properties and requirements in respect of use for load-bearing boards in dry conditions (MDF. This material in respect of structural works is not included in this handbook.70 to 0.19 bearing boards are for use in humid conditions (MBH.HLS2) table 8 of the standard includes the following requirements in respect of the two categories of thickness.
 2000. E40. tension properties. 38. mechanical properties. 23. Annex A of the standard is normative. 1000. strength in length direction/strength in width direction/modulus in length direction/modulus in width direction. The standard provides a classification system under clause 4 whereby tables 1 and 2 provide values corresponding to characteristic values for structural uses for all types of plywood independent of composition factors (species. In respect of performance properties references are given for flooring. 7000. 4000. roofing and duration of load creep factors. thickness of plies). F50. F60. EN 636-2 and EN 636-3 which are normative references in IS EN 1995-1-1. E100. The second table provides bending modulus classes (Em0.000 and 14. This standard is currently within the revision process. 12. 90. E30. Where these characteristics for bending and moduli values are fmo = 22 N/mm2. it consists of Table A. E80. E20.000 N/mm2. 6000.1 which provides information on physical properties. walling. F15. 15. E50. 60. bending modulus and formaldehyde release (in accordance with IS EN 13986). 10. 45. The values given in tables 1 and 2 are for use in relation to compliance with IS EN 636 as part of the . 30. EI0. 8. F30. F20. F5. The new standard includes modifications which gives a classification system for bending strength. compression properties and resistance to withdrawal of fasteners. E15. 9000. 2500. E25.20 cyclic testing and boil test in accordance with EN 1087. 105 and 120 N/mm2 respectively. F40. moisture content. in respect of plywood specifications. 3000. floating floors. These values are designated bending strength classes (fm0. The values correspond to 5 percentile values based on the mean values and determined in accordance with the requirements of IS EN 310 and IS EN 326-2. performance properties and other properties. A designation form for a particular plywood quality is given based on four references. 5000. E70. E60. The information provided is in respect of dimensional changes. 75. F25. F10. shear properties. fm90 = 39 N/mm2. • IS EN 636:2003 supersedes EN 636-1. Emo = 3800 N/mm2 and Em90 = 4200 N/mm2 the designation would be F10/F20 E30/E40. F70 and F80 for lower limit values of 5.000.5) of E5. E120 and E140 for lower limit values respectively of 500.5) of F3. density. namely. 8000. number of plies.
 21 quality control procedure in that standard. The 5 percentile values for bending strength and bending modulus are required to be not less than the lower limit values given in tables 1 and 2 for designation into the classification system of clause 4 of this standard.HLA2. for medium board MBH. Such values shall not be used in structural design and reference should be made to IS EN 12369-2 for the required characteristic values. for hardboard HB. The characteristic values for mechanical properties and density are included for OSB/2. particleboards and fibreboards.characteristic values for structural design . P5. OSB/3 and OSB/4.HLS. strength and stiffness properties for the particular three ranges of thicknesses referenced in IS EN 300.Part 1: OSB.LA and MDF. in respect of OSB/2. OSB/3 and OSB/4. The values for each of the three load-bearing type boards are: . The characteristic values of the mechanical properties shall be determined in accordance with IS EN 1058 from IS EN 789 test results. The characteristic values given in this standard are the minimum values applicable to products conforming to the appropriate EN specification standards. for particleboard P4. Bending property values are to be used to identify the plywood quality in accordance with IS EN 1072. Tables 2 and 3 indicate the minimum required characteristic values for density. P6 and P7. • Standard IS EN 12369-1: 2001: Wood-based panels .1A2 and for MDF. Tabulated minimum characteristic values for mechanical properties of a number of classes are given in IS EN 12369-2.
 8 1. The product properties of OSB/2 and OSB/3 specified in IS EN 300 are also identical expect in respect of the values for swelling in thickness over 24 hours which is given as 20% and 15% respectively in respect of all ranges of thickness.4 9.0 9.0 4930 1980 3800 3000 3800 3000 1080 50 11 to 17 500 16.2 9. .0 9.8 14.85 of the mean stiffness values tabulated above.8 1. strength and stiffness for minimum characteristic properties also apply to OSB/3 type.0 4930 1980 3800 3000 3800 3000 1080 50 (Mean) (0) (90) (0) (90) (0) (90) (0) (90) (0) (90) (0) (90) Note: The 5 percentile characteristic values for stiffness should be calculated as 0.9 7.4 8. Type OSB/3: Table 2 values (listed above) for density.0 15.4 6.9 12.4 12.2 15.8 1.22 Type OSB/2 Thickness (mm): Density (kg/m3): Bending strength (N/mm2): Tension strength (N/mm2): Compression strength (N/mm2): Panel shear (N/mm2): Planar shear (N/mm2): Modulus of E (bending) (N/mm2): Modulus of E (tension) (N/mm2): Modulus of E (compression) (N/mm2): Panel shear (modulus) (N/mm2): Planar shear (modulus) (N/mm2): 6 to 10 500 18.8 12.9 6.7 6. Note: Product properties (as in IS EN 300) are material identification specifications and are not values for use in design calculations.4 7. Characteristic values as listed in IS EN 12369-1 shall be used in design calculations.8 7.0 6.0 4930 1980 3800 3000 3800 3000 1080 50 18 to 25 500 14.
 9 1.9 8.2 11.0 17.5 18. P6 and P7 respectively which comply with IS EN 312:2003.6 14. The standard provides in Tables 4. The minimum characteristic values are provided in respect of six ranges of board thickness and the tabulated data are listed as follows: .1 14.0 12.5 13.3 6.4 10.9 1.23 Type OSB/4: Table 3 indicates the minimum required characteristic values of the mechanical properties and density which are required to be applied in structural design calculations for the particular three ranges of thicknesses referenced.2 17. 5.0 11. P5.7 6.1 6780 2680 4300 3200 4300 3200 1090 60 18 to 25 550 21.0 13.1 6780 2680 4300 3200 4300 3200 1090 60 11 to 17 550 23.1 6780 2680 4300 3200 4300 3200 1090 60 (0) (90) (0) (90) (0) (90) (0) (90) (0) (90) Note: The 5 percentile characteristic values for stiffness should be calculated as 0.9 8.0 11.85 of the mean stiffness values tabulated above. These characteristic values are: Thickness (mm): Density (kg/mm3): Bending strength (N/mm2): Tension strength (N/mm2): Compression strength (N/mm2): Panel shear (N/mm2): Planar shear (N/mm2): Modulus of E (bending) (N/mm2): Modulus of E (tension) (N/mm2): Modulus of E (compression) (N/mm2): Panel shear (modulus) (N/mm2): Planar shear (modulus) (N/mm2): <6 to10 550 24.9 1.4 8. 6 and 7 the required minimum characteristic values of the mechanical properties and density for particleboards referenced P4.0 6.
 4 1.4 2700 1600 1600 770 >40 500 5.8 times the mean values given in table 4.5 5.0 1800 1100 1100 550 The 5 percentile values for stiffness should be taken as 0.2 2400 1400 1400 680 >13 to 20 600 12.5 7.5 1.9 11.6 1.24 Particleboard P4 Thickness (mm): Density (kg/m3): Bending (N/mm2): Tension (N/mm2): Compression (N/mm2): Panel shear (N/mm2): Planar shear (N/mm2): MoE (bending) (N/mm2): MoE (tension) (N/mm2): MoE (compression) (N/mm2): MoE (panel shear) (N/mm2): Thickness (mm): Density (kg/m3): Bending (N/mm2): Tension (N/mm2): Compression (N/mm2): Panel shear (N/mm2): Planar shear (N/mm2): MoE (bending) (N/mm2): MoE (tension) (N/mm2): MoE (compression) (N/mm2): MoE (panel shear) (N/mm2): <6 to 13 650 14.8 4.l 6.8 3200 1800 1800 860 26 to 32 550 9.1 2100 1200 1200 600 >20 to 25 550 10 6.6 5.2 1.1 9.1 1. The minimum characteristic values for P5 category particleboard are as set out in table 5 and are as follows: .6 4.2 8.9 9.0 4.9 12. Other properties which are not given in table 4 shall comply with the requirements given in IS EN 312: 2003.0 6.2 6.4 6.0 7.6 2900 1700 1700 830 33 to 40 500 7.1 4.8 1.
 7 3300 1900 1900 930 33 to 40 500 8.8 6.2 1.8 4.9 3500 2000 2000 960 26 to 32 550 10.4 1.3 2600 1500 1500 750 14 to 20 600 13.8 1.5 5. 2003 for P5 type particleboard. The minimum required characteristic values for P6 category particleboard are set out in table 6 of the standard and are as follows: .6 9.0 6.9 1.80 of the mean stiffness values tabulated above.0 9.0 1.4 10.4 12.5 3000 1800 1800 860 >40 500 7. Other properties not given in table 5 shall comply with the requirements of IS EN 312.25 Particleboard P5 Thickness (mm): Density (kg/m3): Bending (N/mm2): Tension (N/mm2): Compression (N/mm2): Panel shear (N/mm2): Planar shear (N/mm2): MoE (bending) (N/mm2): MoE (tension) (N/mm2): MoE (compression) (N/mm2): MoE (panel shear) (N/mm2): Thickness (mm): Density (kg/m3): Bending (N/mm2): Tension (N/mm2): Compression (N/mm2): Panel shear (N/mm2): Planar shear (N/mm2): MoE (bending) (N/mm2): MoE (tension) (N/mm2): MoE (compression) (N/mm2): MoE (panel shear) (N/mm2): >6 to 13 650 15.8 5.7 7.2 2400 1400 1400 690 21 to 25 550 11.6 8.7 7.3 5.3 5.5 1.6 7.5 11.3 8.0 2100 1300 1300 660 Note: The 5 percentile characteristic values for stiffness should be calculated as 0.5 4.
 The minimum required characteristic values for P7 type particleboard (heavy duty load-bearing boards for use in humid conditions) are set out in table 7 of the Standard and are as follows: .8 1.8 6.0 9.7 3300 1900 1900 950 14 to 20 600 15.8 1.3 1.5 1.4 5.7 2800 1700 1700 880 Note: The 5 percentile characteristic values for stiffness should be calculated as 0.5 10.7 4100 2400 2400 1150 33 to 40 500 11.7 3500 2100 2100 1050 >40 500 10.5 1.8 11.3 8.5 13.7 7.5 10.5 12.0 7.3 12.0 1.9 6. Other properties not given in table 5 shall comply with the requirements of EN 312. 2003 for P6 type particleboard.26 Particleboard P6 Thickness (mm): Density (kg/m3): Bending (N/mm2): Tension (N/mm2): Compression (N/mm2): Panel shear (N/mm2): Planar shear (N/mm2): MoE (bending) (N/mm2): MoE (tension) (N/mm2): MoE (compression) (N/mm2): MoE (panel shear) (N/mm2): Thickness (mm): Density (kg/m3): Bending (N/mm2): Tension (N/mm2): Compression (N/mm2): Panel shear (N/mm2): Planar shear (N/mm2): MoE (bending) (N/mm2): MoE (tension) (N/mm2): MoE (compression) (N/mm2): MoE (panel shear) (N/mm2): >6 to 13 650 16.5 8.3 7.2 6.1 7.9 4400 2500 2500 1200 26 to 32 550 12.5 14.7 3100 1800 1800 900 21 to 25 550 13.80 of the mean stiffness values tabulated above.
 The data provided include required minimum characteristic values of mechanical properties and densities for hardboards type HB. 10 and 11 data in respect of fibreboards which are used structurally and specified in product specification IS EN 622-2-3 and 5.5 7.2 7.6 14.7 8.4 13.0 13.4 4600 2600 2600 1250 26 to 32 550 14.27 Particleboard P7 Thickness (mm): Density (kg/m3): Bending (N/mm2): Tension (N/mm2): Compression (N/mm2): Panel shear (N/mm2): Planar shear (N/mm2): MoE (bending) (N/mm2): MoE (tension) (N/mm2): MoE (compression) (N/mm2): MoE (panel shear) (N/mm2): Thickness (mm): Density (kg/m3): Bending (N/mm2): Tension (N/mm2): Compression (N/mm2): Panel shear (N/mm2): Planar shear (N/mm2): MoE (bending) (N/mm2): MoE (tension) (N/mm2): MoE (compression) (N/mm2): MoE (panel shear) (N/mm2): >6 to 13 650 18.2 4200 2500 2500 1200 33 to 40 500 13.9 3900 2300 2300 1100 14 to 20 600 16.9 3500 2100 2100 1050 21 to 25 550 15.5 8.5 8.0 1. HLA2 to IS EN 622-2.2 1.4 1.80 of the mean stiffness values tabulated above.7 10.2 9.1 2. The standard provides in tables 8.4 9. Other properties not given in table 5 shall comply with the requirements of EN 312. 2003 for P7 type particleboard. medium density fibreboards (MDF) to IS EN 622-5.3 9.8 3200 2000 2000 1000 Note: The 5 percentile characteristic values for stiffness should be calculated as 0. 9. The standard stipulates the following in regard to minimum characteristic values for the particular .3 11.0 4000 2400 2400 1150 >40 500 12.8 13. medium boards type MBH.6 2.0 13.5 15.7 7.9 2.0 7. LA2 to IS EN 622-3.
 LA2 medium boards: Table 9. Fibreboard type MBH.5 900 37 27 28 19 3 5000 5000 5000 2100 >3. Other properties not given in table 8 shall comply with the requirements given in IS EN 622-2 for HB. Thickness (mm): Density (kg/m3): Bending (N/mm2): Tension (N/mm2): Compression (N/mm2): Panel shear (N/mm2): Planar shear (N/mm2): MoE (bending) (N/mm2): MoE (tension) (N/mm2): MoE (compression) (N/mm2): MoE (panel shear) (N/mm2): ≤10 650 17 9 9 5. .5 0. These characteristic values have been calculated from product specification standards using derived conversion factors.3 for MBH.5 0.5 .LA2. Other properties not given in table 9 shall comply with the requirements given in IS EN 622.28 fibreboard types when used structurally under particular service conditions: Fibreboard type HB.80 of the mean stiffness values tabulated above.25 2900 2900 2900 1200 Note: The 5 percentile characteristic values for stiffness should be calculated as 0.5 4600 4600 4600 1900 Note: The 5% characteristic values for stiffness should be taken as 0.5 850 35 26 27 18 3 4800 4800 4800 2000 >5.80 times the mean values given in table 8. HLA2 hardboard: Table 8.5 800 32 23 24 16 2.5.3 3100 3100 3100 1300 >10 600 15 8 8 4. HLA2. Thickness (mm): Density (kg/m3): Bending (N/mm2): Tension (N/mm2): Compression (N/mm2): Panel shear (N/mm2): Planar shear (N/mm2): MoE (bending) (N/mm2): MoE (tension) (N/mm2): MoE (compression) (N/mm2): MoE (panel shear) (N/mm2): ≤3.
 Other properties not given in table 10 shall comply with the requirements given in IS EN 622-5 for MDF. Fibreboard type MDF .0 5.0 2700 1600 1600 1600 600 Note: The 5 percentile characteristic values for stiffness should be calculated as 0. LA.0 16. • IS EN 12369-2: 2004: Wood-based panels .5 3000 2700 2700 2700 800 >19 to 30 550 21 12. HLS.characteristic values for structural design .5 3700 2900 2900 2900 800 >12 to 19 600 21 12.0 18.HLS Table 11.0 13.0 6. Thickness (mm): Density (kg/m3): Bending (N/mm2): Tension (N/mm2): Compression (N/mm2): Panel shear (N/mm2): Planar shear (N/mm2): MoE (bending) (N/mm2): MoE (tension) (N/mm2): MoE (compression) (N/mm2): MoE (panel shear) (N/mm2): >1.5 6.5 3700 3100 3100 1000 13 to 19 600 22 16.85 of the mean stiffness values tabulated above.Part 2: Plywood includes the characteristic values of the mechanical properties for plywood complying with IS EN 636 and the requirements of IS EN 13986 when used in a bending mode. LA: Table 10.5 12.8 to 12 650 22 18.0 l0.0 13.0 7.0 12.5 16.85 of the mean stiffness values tabulated above. Other properties not given in table 11 shall comply with the requirements given in IS EN 622-5 for MDF.0 8.5 8.0 6.0 2800 2400 2400 800 Note: The 5 percentile characteristic values for stiffness should be calculated as 0.0 8.5 3200 2800 2800 1000 20 to 30 550 21 16. Plywood load-bearing panels when used structurally under service .29 Fibreboard type MDF.5 3100 2700 2700 1000 >30 500 18 13.5 2900 2000 2000 2000 800 >30 500 21 l0.8 to 12 650 21 13. Thickness (mm): Density (kg/m3): Bending (N/mm2): Tension (N/mm2): Compression (N/mm2): Panel shear (N/mm2): MoE (bending) (N/mm2): MoE (tension) (N/mm2): MoE (compression) (N/mm2): MoE (panel shear) (N/mm2): >1.
 Conservative characteristic values for panel and planar shear for all plywoods which have a characteristic density greater than 300 kg/m3 are given in the standard (IS EN 12369-2).000 N/mm2 respectively as set out in table 3. This approach differs to design by calculation using structural characteristic values (as given in IS EN 12369-1 and IS EN 12369-2) or resulting from testing in accordance with IS EN 1058 and IS EN 789. The determination of tensile and compressive characteristic values of a selected plywood of known class can be ascertained from the known bending strength and modulus of that class by use of the calculation method given in IS EN 14272 through use of relevant parameters. sets out the performance specifications and requirements for load-bearing wood-based panels used as structural decking and sheathing in floors. The approach chosen (prototype testing) provides results and output which apply only to one specific structure and as a consequence would have implications for economic production as . The standard states that the approach chosen provides a more optimised design (reference has not been ascertained showing confirmation). The 5 percentile characteristic values for bending modulus should be taken as 80 percent of the mean value given in table 3. The method for design of the structure by prototype testing is chosen to satisfy the requirements for both impact and concentrated loading. The corresponding values for planar shear are 0.5 N/mm2 and 20 N/mm2 for strength and stiffness respectively.performance specifications and requirements for load-bearing boards for use in floors walls and roofs. A strength value of 3 N/mm2 for panel shear and 300 N/mm2 for modulus of rigidity are listed.30 class 1 are required under the conditions of this standard to have the class designations of F3 to F80 listed with specified characteristic strengths in bending (fmk) of 3 N/mm2 to 80 N/mm2 respectively as set out in table 2 of the standard and to have the class designations of E5 to E140 also listed with specific characteristic mean bending modulus (Em) of 500 N/mm2 to 14. Plywood of these classes can also be used under service classes 2 and 3 in accordance with the requirements of EN 1995-1-1. roofs and walls and provides a method for demonstrating compliance based on testing. • Standard IS EN 12871 : 2001: Wood-based panels .
 It references twelve normative . There are fifty-three normative references including one for IS EN 1995-1-1 (Eurocode 5).Requirements: This standard specifies the requirements for laminated veneer lumber (LVL) for structural applications. Table 1 relates to internal use in dry conditions. which gives guidance on installation of load-bearing boards in floors. OSB. fibreboards including medium density fibreboards (MDF) are given. particleboards. The standard does provide reference in its Annex B (informative) to IS EN 12872. The requirements of the standard have not been applied in regard to designs and computations undertaken in the preparation of this handbook. walls and roofs. bending strength) the relevant EN standard(s) in which further information on the characteristic can be found. Annex B sets out data concerning formaldehyde classes and Annex ZA provides the relevant information on essential requirements of EU Directives. plywood. Performance characteristics for the wood-based panels defined are referenced in tables 1. Data references in respect of solid wood panels.09. Terms and definitions for each of the panel types are listed.characteristics. The clause references indicate for a particular characteristic (e.31 well as for structural design. table 2 to internal use in humid conditions and table 3 to external use. Annex A provides standard specification references for the different technical classes of panel. The requirements of IS EN 14732-1 and IS EN 14732-2 are relevant and are considered in sub-section 2. Table 7 relates to internal use as structural floor and roof decking on joists as well as structural wall sheathing on studs. LVL. It also sets out the relevant data concerning CE marking of the different panel types. evaluation of conformity and marking is a normative reference in IS EN 1995-1-1. 2 and 3 for use as structural components through the listing of the performance characteristic for the panel type with the particular clause number where the information is given. This standard defines wood-based panels for use in construction and specifies the relevant characteristics and the appropriate test methods to determine these characteristics. • IS EN 14374: Structural laminated veneer lumber .g. • Standard IS EN 13986: 2002: Wood-based panels for use in construction .
 It requires a minimum of five number veneers in the cross section of an element. Evaluation of conformity. The stipulations regarding moduli of elasticity (parallel and perpendicular). The standard . formaldehyde classes are given in normative Annex C and normative Annex Z indicates the clauses of the standard needed for satisfying the EU Construction Products Directive (89/106/EEC) and provides in Section Z. compression (parallel and perpendicular) and shear for edgewise and flatwise bending. sampling. A corrigendum was issued on 11 October 2000. Timber fasteners .08 Summarised descriptions of the standards listed in 2. reaction to fire. tension (parallel and perpendicular).2 (example CE marking information in accompanying commercial documents).Specifications for connectors for timber. 2.1 (example CE marking information on the product) and figure Z.specifications for connectors for timber was approved by CEN on 21 August 1999.calculation of characteristic 5-percentile value). Orientation of strength of laminated veneer lumber is set out in informative Annex A. The original standard was required to be given national standard status not later than March 2000 and conflicting national standards were required to be withdrawn not later than March 2000. provides data on testing in respect of bonding quality in normative Annex B and sets out the requirements for strength characteristics in bending (edgewise and flatwise).3 CE marking data including figure Z. It includes ten normative references including IS EN 13271 in respect of timber fasteners which provides values for characteristic loadbearing capacities and slip moduli for connector joints.32 standards including IS EN 14279 and IS EN 14358 (Structural timber . factory production control and marking requirements are specified.04 The following relate to the information included in the group of standards relevant to metal fasteners for timber elements: • IS EN 912: . shear moduli relative to bending (edgewise and flatwise). moisture content. formaldehyde release and natural durability are also listed. density.
 3 to ± 0.10 the tolerances for all dimensions of ± 0.2 to ± 0.2 mm to that given in IS EN 10131 and for other dimensions from 0. • IS EN 1380: Test methods: Load-bearing nails.11 the tolerances for all dimensions of ± 0.8 mm except for thickness (t). for table C.5 mm in table B.5 mm for table C. type specifications. screws.5 mm tolerances.5 to ± 0. all of which to be changed from ± 0.8 mm in table C. These annexes provide the specification details for: ring connectors (types A1 .l tolerances for thickness (t) to be changed from ± 0.l a change in tolerances for thickness (t) from ± 0.l footnote 1) in regard to tolerances in table A.5.5 to 0.5 to be deleted and tolerances on all dimensions to be ± 0.Annex D The corrigendum required the following modifications: a change in tolerances of ± 0. marking and four normative annexes. dowels and bolts supersedes the 1999 version.A6) in Annex A plate connectors (types Bl . radius (r) and upstand of plate lip (h1) where the height (hc) is for a single sided connector.B4) in Annex B toothed plate connectors (type C1 – C11) in Annex C other connectors (type D1) .3 mm to be changed to ± 0.33 also includes data on definitions.5 mm a change in tolerances from ± to ± 0.8 mm except for thickness where the height of the toothed plate connector is symmetrical on each side of the central plate which has thickness (t) and which is changed from ± 0.8 mm in respect of table C.2 mm to the values given in IS EN 10131 with other dimensions having change in tolerances from ± 0.3 to ± 0. which considered only .3 mm to be changed to ± 0.5 mm for all dimensions given in table A. classification of connectors.
 fabrication and preparation of test pieces and also the test procedure. screws.34 connections with nails. fabrication and preparation of test pieces and also the test procedures for the fastener axis perpendicular to the grain and parallel to the grain respectively. The methods assess joints with members of timber (solid timber or glued laminated timber) or wood-based products in the combination proposed for use in service using all types of staples up to 3 mm diameter for circular cross-section staples or 4 x 2 mm for rectangular or oval cross-section staples. The standard is currently within the revision process. test piece fabrication and preparation. Specification is given for conditioning. screws and staples. Test results involve determining the withdrawal parameter from prescribed equations. . • IS EN 1381: Test methods: Load-bearing stapled joints specifies test methods for determining the strength and deformation characteristics of stapled joints in load-bearing timber structures. Stipulation is given in respect of conditioning. Test results are to be determined in accordance with IS EN 26891. The standard is currently within the revision process. Requirements are given for conditioning. Examples are given of connection details and loading form in respect of particular lateral joint loading. dowels and bolts in load-bearing timber structures. dowels and bolts when the product standard for dowel type fasteners IS EN 14592 became available in 2003. • IS EN 1382: 2000 Test methods: Withdrawal capacity of timber fasteners specifies the method for determining withdrawal capacity for all types of nails. The standard is currently within the revision process. The scope of the standard was expanded to include screws. and also the test procedure. It specifies test methods for determining the strength and deformation characteristics of laterally loaded connections with nails. There are ten normative references to other standards. Details are given in respect of joint formation for shear tests in tension and compression.
 Part 1: Product requirements are specified for woodbased semi-rigidly and rigidly built-up. exterior non-structural cladding. It prescribes that requirements for durability be as set out in IS EN standards 350-1. The purpose of the requirements of this standard is to obtain elements which maintain their performance throughout the intended life of the structure. water vapour permeability to comply with IS EN 1931 and formaldehyde emission to be in accordance with the relevant product standard for each particular element of construction. prefabricated wall.05 The following relates to the information in the group of standards relevant to prefabricated wall floor and roof elements: • Standard IS EN 14732-1: June 2003 . It provides in Annex A a test procedure for determining the minimum bond line shear strength of a joint in a rigid joint panel. nail.Part 2: Performance requirements and minimum production requirements. floor and roof elements . It states requirements for the components and minimum requirements for the production of such elements. It provides fifty-eight normative references. 351-2. Examples of typical element build up comprising panel. wood-based panels and panels from gypsum plasterboard contributing to the structural compound action of an element. insulation. staple.Prefabricated wall. It stipulates that thermal conductivities be subject to regulatory requirements. which would also be subject to regulatory requirements and structural fire design in accordance with IS EN 1995-1-2: 2004. glued joint. joist.09 Summarised descriptions of the standards listed in 2. It defines a structural component as wood-based joists. 351-1. .Prefabricated wall. floor and roof elements . The standard references performance requirements as set out in IS EN 14732-2 indicating that mechanical resistance and stiffness of elements to be to the specifications of the design analysis as given in IS EN 1995-11.35 2. and also IS EN 13501-1 in regard to reaction to fire. It differentiates between a rigid and semi-rigid compound in respect of an element with glued jointed structural components or mechanically jointed structural components respectively. 350-2. • Standard IS EN 14732-2: August 2003 . floor and roof elements for use in load-bearing structures.
 fire protection agents. adhesives for rigid compounds. The relevant manufacturing requirements are specified in respect of production conditions. This standard is currently within the revision process. assembly of framework and panels and manufacture of glued elements by gluing. vapour barriers. bond line integrity and strength. preservative agents. equipment. thermal insulations. . tolerances. panel materials. Quality control requirements are set out in detail including organisation of factory production control. mechanical fasteners. materials. Performance requirements for prefabricated load-bearing elements are given for compliance relative to reliability and durability in respect of joists.36 diagonal boards and vapour barrier are illustrated.
 weight Storage Assigned Period: more than 10 years 6 months . service class 2 and service class 3. 20°C and 85 percent. Load duration classes which are required to be applied are as follows: Designation Permanent : Long-term: Example Self .02 Service class system Strength values and assessment of deformations under defined environmental conditions are subject to the application of a service class system consisting of three categories. Service class 1 is relevant to an average materials moisture content of 12 percent at a temperature of 20°C and relative humidity of 65 percent. glued.37 Section 3: Material Properties 3.10 years . For service class 2 the corresponding values are 20 percent. 3. 3. In service class 3 the climatic conditions would be expected to be in excess of the moisture content of service class 2 conditions. laminated veneer lumber and panelboard materials are based on the assumption of a linear relation between stress and strain prior to failure and consequently verification of the load-bearing capacity of individual members in a construction is also based on a similar linear relation except for members subjected to compression loading.03 Load-duration classes Duration of load affects the behaviour of timber and wood-based elements over time and consequently also the strength and stiffness properties of these materials. for which a nonlinear elastic-plastic computation may be used.01 Basis for characteristic values The characteristic values for strength and stiffness of sawn. service class 1. namely.
 Fundamental combinations for loading of relevant structural elements: • Solid timber: 1.38 Medium-term: Short-term : Instantaneous: Imposed loads Snow.30 1.30 1. The values for γm partial factors are indicated hereunder and are as given in the Irish National Annex of Eurocode 5.medium: • Fibreboards .20 1.25 1.30 1. Plywood. OSB: • Particleboards: • Fibreboards . accidental 1 week .04 Partial factors for material properties and resistances Partial factors for material properties and resistances are used in the following way: γm: is a partial factor for material to take account of the possibility of an unfavourable deviation of a material property from its characteristic value.MDF: • Fibreboards .30 1.25 1. wind Wind.30 1.30 1.6 months less than one week instantly Note: The duration class and assignment is in accordance with the Irish National Annex of IS EN 1995-1-1 3.soft: • Connections: • Punched metal plate fasteners: • Accidental combinations: .hard: • Fibreboards .30 1.00 • Glulam timber: • LVL.
 39 kmod: is a partial factor for taking into account the effects on the material of duration of load and moisture content.45 0.70 0.90 0.65 0.70 0.55 0.60 0.30 0.85 0.20 0.80 0.80 0.HLA1 for service class 1 Fibreboard HB.55 0.50 0.70 0.40 0.40 0.10 3 0.30 0.85 0.HLA2 for service class 1 .60 0.90 2 0.80 0.60 0.60 0.70 0.60 0.90 Particleboard 1 2 0.60 0.80 0.80 0.90 1.10 3 0.60 0.70 0.70 0.80 values values values values values values values values values Fibreboard (MDF) 1 2 0.50 0.40 0.90 1.10 3 0.65 0.50 0.80 Material Service Class: Permanent: Long term: Medium term: Short term: Instantaneous: Note: Fibreboard (medium) 1 1 2 0.80 0.90 1.65 0.70 0.50 0. P7 for service class 1 P7 for service class 2 Fibreboard (hard) 1 2 0.90 1.10 1.LA for service class 1 Fibreboard HB.90 1.90 1.10 1.45 0.10 1.65 0.40 0.10 0.80 col 1 values col 1 values col 1 values Fibreboard HB.65 0.65 0.45 0.45 0.20 0.70 0.40 0.20 0.70 0.90 0.80 0.30 0.30 0.60 0.10 0.45 1.30 0.85 1.20 0.10 0.45 0.10 Plywood 1 2 0.70 0.50 0.90 OSB/2 for service class 1 OSB/3 for service class 1 OSB/4 for service class 1 OSB/3 for service class 2 OSB/4 for service class 2 P4 + P5 for service class 1 P5 for service class 2 P 6.10 0.65 0.10 Glulam 1 0.70 0.70 0.30 0. The values for kmod as given in the Irish National Annex of Eurocode 5 are listed hereunder: Material Service Class: Permanent: Long term: Medium term: Short term: Instantaneous: Material Service Class: Permanent: Long term: Medium term: Short term: Instantaneous: Note: Solid timber 1 2 0.10 2 0.10 1 2 2 3 3 1 2 3 4 2 0.90 3 0.60 0.90 OSB 1 0.10 col col col col col col col col col 1 0.70 0.20 0.70 0.80 0.50 0.80 0.60 0.30 0.55 0.60 1.80 0.70 0.60 0.60 1.90 2 0.90 1.80 1 0.45 1.80 0.40 0.50 0.10 LVL 1 0.40 0.70 0.50 0.90 1.50 0.
 LA for service class 1 MDF. the values tabulated require to be increased by 1. Where timber is to be installed with a moisture content at or near its saturation level and is likely to dry out under load.HLA1 for service class 2 HB.HLS1 for service class 2 MBH. The values for kdef as given in Irish National Annex of Eurocode 5: Part 1-1 are listed hereunder.HLS2 for service class 1 MBH.00.HLA2 for service class 2 MBH.LA2 for service class 1 MBH. . The modification factor requirements are as shown hereunder: kdef: is the partial factor for material to take account of the possibility of unfavourable deviation of a deformation pattern for timber and woodbased materials in regard to moisture content. The factors are tabulated and referenced kdef for timber and wood-based materials in Table 3.HLS2 for service class 2 MDF.40 Fibreboard Fibreboard Fibreboard Fibreboard Fibreboard Fibreboard Fibreboard Fibreboard Fibreboard Fibreboard Fibreboard HB.HLS for service class 2 col col col col col col col col col col col 2 2 3 3 4 4 5 5 6 6 7 values values values values values values values values values values values 3.HLS for service class 1 MDF.HLS1 for service class 1 MBH.LA1 for service class 1 MBH.2 of IS EN 1995-1-1 and in the Irish National Annex of Eurocode 5: Part 1-1.05 Modification factors for deflections and deformations Modification factors are applied to characteristic values in respect of the different service classes relative to deflections and deformations.
 00 2.00 2.00 4.00 3.00 1.LA 2.25 3.00 3.80 Plywood 2: 0.50 OSB/4: 1. Minimum specification requirements are given in Table 4.00 MBH.80 1.00 MBH.00 2.50 - 3.00 MBH.HSL2 3.60 Plywood 1: 0.LA2 3.HLA1 2.LA1 3.25 MBH.25 HB.80 0.00 MDF .HLA2 2.50 Particleboard P4: 2.25 Service Class 2 0.80 Plywood 3: 0.1 of IS EN 1995-1-1.00 2.80 OSB/2: 2.HLS 2.00 Service Class 3 2.00 2.25 P6: 1.06 Durability of materials Timber and wood-based panels are required to have adequate natural durability in accordance with IS EN 350-2 for the relevant use class or be preservative treated to the requirements of IS EN 351-1 and IS EN 460.LA 2.25 3.25 HB.25 2.50 P7: 1.60 LVL: 0.50 Fibreboard HB.60 Glulam: 0.HSL1 3.50 OSB/3: 1. .00 4.80 0.41 Material Service Class 1 Solid Timber: 0.25 P5: 2.25 MDF. Metal fasteners and structural connections are required to be protected against corrosion unless inherently corrosion-resistant.
 Section 4: Loadings and Actions
 4.01 General actions
 Eurocode 1: Actions on structures - Part 1-1: General actions - densities, self-weight, imposed loads for buildings includes alternative procedures, values and recommendations for classes where national choices are required to be made. The choices are in the form of Nationally Determined Parameters (NDPs) and are for use for the design of buildings and civil engineering works to be constructed in Ireland and are given in the Irish National Annex of IS EN 1991-1-1 which applies specifically in this country.
 4.02 Categories of use
 Categories of use and the modifications to be applied in Ireland are listed hereunder together with tabulated imposed loads on floors, balconies and stairs, indicating the recommended values for the different categories set out in the Irish National Annex of Eurocode 1: Part 1-1: The categories of use are: A: Sub-divided into Al and A2 for domestic activities and residential activities respectively. B: Office areas. C: Areas where people may congregate, sub-divided into five differing arrangements as follows: C1: C2: Areas with tables (schools, cafes, restaurants, dining halls, reading rooms and receptions). Fixed seat areas (churches, theatres, cinemas, conference rooms, lecture halls, assembly halls, waiting rooms, railway waiting rooms). No obstacle areas for moving people (museums, exhibitions rooms, access areas in public and administration buildings, hotels, hospitals, railway station forecourts).
 Physical activity areas (dance halls, gymnastic rooms, stages). Areas where large crowds can congregate (concert halls, sports halls including stands, terraces, access areas and railway platforms).
 D: Shopping areas, subdivided into two areas designated categories, Dl and D2 for general retail shops and department stores respectively.
 4.03 Irish National Annex in respect of loadings
 The Irish National Annex for Eurocode 1: Part 1-1 provides the following loadings to be used for the design of buildings and civil engineering works which are to be constructed in Ireland, in the context of the categories of use required:
 Category: A1: Floors: Stairs: Balconies: A2: Floors: Stairs: Balconies: B: Offices: C1: Floors: C2: Floors: C3: Floors: C4: Floors: C5: Floors: D1: Floors: D2: Floors: Imposed udl (qk): 1.50 kN/m2 2.00 kN/m2 2.50 kN/m2 2.00 kN/m2 2.00 kN/m2 2.50 kN/m2 3.00 kN/m2 3.00 kN/m2 4.00 kN/m2 5.00 kN/m2 5.00 kN/m2 5.00 kN/m2 4.00 kN/m2 5.00 kN/m2 Concentrated load (Qk) 2.00 kN 2.00 kN 2.00 kN 2.00 kN 2.00 kN 2.00 kN 4.50 kN 4.00 kN 4.00 kN 4.00 kN 7.00 kN 4.50 kN 4.00 kN 7.00 kN
 Note 1: Other values within the ranges given may be used subject to approval of the client and the regulatory authorities. Note 2: Category E relates to use for storage including books and other documents. Note 3: Clause 6.2.1 (4) of Eurocode 1: Part 1-1 permits the reduction of imposed loads from a single category in respect of areas supported by the appropriate member. The reduction factor is specified in clause 6.3.1.2 (10). The
 The listed stipulations are: .3.2 (11) for total imposed loads from several storeys on columns and walls. There are two categories of E (E1 and E2) as set out in table 6. Note: Actions induced by forklifts are not considered in this handbook. Loads require to be assessed in respect of the intended use and the equipment to be installed.1. It also stipulates that the height of storage. Assessment in respect of IS EN 1991-3 (actions induced by cranes and machinery) may be required.5 kN/m2 per metre height of storage shall be allowed for qk valuation.3 of Eurocode 1: Part 1-1.2 (values of Actions) stipulates the following in respect of imposed loads on floors due to storage: Category: E1: Floors Imposed udl (qk) 7.50 kN/m2 Concentrated load (Qk) 7. the density and nature of material being stored shall be taken into account and also that a minimum allowance of 2.4. requires that the values of table 6.00 kN The Irish National Annex of Eurocode 1: Part 1-1.2. Table 6.45 Irish National Annex permits this reduction and also the reduction allowed in clause 6.3.E2: Use for industrial activity.E1: Areas (including access areas) susceptible to the accumulation of goods such as storage of books and other documents .10) of IS EN 1991-1-1 indicates the requirements for imposed loads on roofs of category H (roofs not accessible other than for normal maintenance and repair). The Irish National Annex sets out the requirements for construction in Ireland in accordance with Eurocode 5: Part 1-1 for roofs of category H.2 (Table 6.4 of clause 6.04 Imposed loads on roofs Clause 6. namely: .3. 4.4 are minimum recommended for storage areas.
 This category of roof construction is not considered in this handbook. C2. and E. C4. Eurocode 1 allows choice in the National Annex in regard to values within the particular range stipulated. CI.4 provides the requirements for horizontal loads acting on partition walls and on parapets acting as barriers. C5.8 of Eurocode 1: Part 1-1. 6.12. The Irish National Annex provides the following stipulations in regard to works constructed in Ireland: .Category K: Roofs accessible for special services such as helicopter landing areas.Category I: Roofs accessible with occupancy relative to categories A. .46 Roof (Category H): Imposed udl (qk) 0.05 Horizontal loads on partition walls and on parapets Eurocode 1: Part 1-1 through clause 6. Imposed loads for this category (I) are given in tables 6.0 kN Notes: a) The value of qk given is for slopes 0 .20 m of a partition wall or parapet to be as given in Table 6.2. B. D.4 and 6. B. 4. C3. These are: .75 kN/m2 Concentrated (Qk) 1.30o b) For slopes of 60o and more qk is zero c) Interpolation of intermediate values is permitted d) The udl load qk applies to the entire roof area e) Imposed loads and snow loads or wind actions should not be applied simultaneously. The clause requires the characteristic values for qk acting as a line load at a height not greater than 1. C and D. The table prescribes a range of values for loaded areas in respect of categories A. There are two additional categories of specific use of roofs for which requirements are given in respect of loadings.
 50 1. stages. stands. line load should not be less than category C5 value. assembly halls or conference rooms.00 1. .00 1.50 0. b) Where areas are susceptible to significant overcrowding associated with public events at such areas of sports stadia.00 3. c) Grandstands and stadia shall be subject to the requirements of the regulatory authorities in Ireland.47 Category: A1 and A2: B and C1: C2 and C3: C4 and D: C5: E: Line load (qk) 0.00 kN/m kN/m kN/m kN/m kN/m kN/m Notes: a) The value of qk for category E is a minimum and the specific occupancy for this category requires to be checked and in this context a higher horizontal line load may need to be imposed.
 Floor and Wall Diaphragms 5.49 Section 5: Roof.2 of IS EN 1995-1-1 and specifically to the requirements of clauses 9. 5. screws or adhesives form a stiff planar structural element.2.3 for roof and floor diaphragms and 9.03 Design principles Roof.02 Shear walls Shear walls are structural elements arranged transversely within or at the ends of a structural timber framed construction.2.2. Roof and floor diaphragm construction design is based on the simplified analysis given in sub-clause 9. sawn timber and fasteners. . Such walls are formed from sheathing. 5. floor and wall diaphragms are designed in accordance with subsection 9.01 Basis of strength and stability Diaphragms constructed of sheathing material fixed to timber members with nails. Such a structural element has the capacity to resist relatively large load actions and to transmit the forces generated by these load actions to the foundations of a building of timber framed construction through end walls or cross walls which have the capacity to do so when acting as shear walls.2 in which the loading is uniformly distributed along the span and the following apply: the diaphragm span lies within twice and six times the transverse width.3.4 for wall diaphragms. Openings in such walls require to be arranged in a manner which accommodates the structural actions transferred through these walls in order to ensure overall stability of the timber frame construction.
 04 Requirements for resistance to horizontal and vertical actions The requirements of clause 9. The edge beams are required to be designed to resist the maximum bending moment in the diaphragm unless a more detailed analysis is undertaken.2.1 of sub-section 10.2. the width of the panel. 5.2. The load-racking capacity of a panel is a function of the lateral design capacity of an individual fastener.4. adequate restraint to prevent overturning and sliding and also in-plane stiffening to resist racking.50 the critical ultimate design condition is failure in the fasteners and not in the panels. specific local bracing is required. Shear forces in the diaphragm are assumed to be uniformly distributed over its width.3 and in this method resistance to overturning and sliding requires either anchorage to the supporting structure or the application of permanent actions to the wall or a combination of these effects.8. Note: Where roof lights are formed in the construction.4 for wall diaphragms include design to resist horizontal and vertical actions imposed upon them.8.4.2. 5. the height of the wall and the spacing of the fasteners. can only be applied when a tie down directly connected to the construction below is in place on the vertical member at the end of the diaphragm. the panels are fixed in accordance with the detailing rules of clause 10. The simplified analysis provides for a method B in sub-clause 9.05 Load-racking capacity and function of a panel The design of a wall consisting of several panels is determined through the summation of the load-racking capacities of each of the panels. The simplified analysis of wall diaphragms — method A given in sub-clause 9. Wall panels which contain an opening for a window or a door should not be considered to contribute .
 the load-racking capacity of the panel should be taken as the sum of the load-racking capacity of each side.plain round wire . Where wall panels have sheathing on both sides of the timber frame. which is the same type and thickness and where fasteners are similar in type and spacing on each side of the panel.51 to load-racking capacity.1. Where these forces are tensile and are transmitted to the lower construction. Where a different type of sheet is used for the panels on one side. not more than 50 percent of the weaker side capacity should be taken into consideration.staples . The external forces arising from the lateral loading can either be transmitted to the sheets in the adjacent wall panel or to the construction situated above or below the panel.square twisted . the panel should be anchored by stiff fasteners.adhesives . 75 percent of the load-racking capacity of the weaker side may be taken into consideration. provided that the fasteners on each side have similar slip moduli.3. the compression stress perpendicular to the grain in the horizontal members should be assessed in accordance with clause 6.surface coatings 5. Shear buckling of the sheet may be disregarded provided that the ratio of distance between studs and thickness of sheet is equal to or less than 100.drive screws .061 Nails . Where this is not the case.annular ringed .ring shanked . Buckling of wall studs is required to be checked in accordance with clause 6.06 Fixings for formation of panels The fixings in use for the formation of panels consist of: 5. The centre stud may be considered to constitute a support for a sheet provided that fastener spacing along it is not greater than twice that along the edges of the sheet. 5.5.2 of Eurocode 5 and where the ends of vertical members bear on horizontal framing members.062 Other .
 A maximum spacing along the edges of 150 mm and elsewhere a maximum of 300 mm shall be applied for design using the simplified method of analysis.3 assume that panel fixings have a maximum fastener spacing along the edges of 150 mm for nails and 200 mm for screws. whichever is the lesser. Nails other than smooth nails as defined in IS EN 14592 or screws should be used for fixing panel sheathing to framed timber. for roof and floor diaphragms.2.2 and 9.52 5.07 Design and product specification data for compliance The normative referenced and other relevant standards listed in Section 2. set out in sub-clause 9.00 of this handbook provide design and product specification data appropriate for compliance with IS EN 1995-1-1.4.2. The maximum spacing on internal studs should be not more than twice the spacing along the edges or 300 mm. .4.2.2.3. The simplified method of analysis for wall diaphragms set out in sub-clauses 9.
 2. These requirements include stipulations that there are no reentrant angles in the external profile.3 using the simplified analyses of trusses with punched metal plate fasteners.4 of IS EN 1995-1-1 and specifically to the requirements of sub-clauses 5.0 times the maximum depth of an external member whichever is the greater.2 provides requirements for these forms of trusses in which fully triangulated truss forms support a small concentrated load (e.1 of IS EN 1995-1-1. effective column lengths for members in compression. In addition.1 and 5. and capacity of joints. The axial forces are derived on the basis that all nodes are pin jointed. In this regard matters pertaining to design are given in respect of combined bending and axial forces. strength verification of members in compression and their connections. simplified analysis for trusses loaded at nodes relative to tensile and compressive stress ratios. The effects of deflection at nodes and partial fixity at connections are taken into account by a reduction of 10 percent on the moments at the inner supports of the member and the resultant moments are used in the calculation of the span bending moments. Bending moments in single bay members are based on nodes at ends being pinned and bending moments in members that are continuous over several bays on the assumption that the member is a beam with a simple support at each node.4. subclause 9.02 Outline of IS EN 1995-1-1 relevant sub-clauses Trusses with punched metal plate fasteners are also required to conform to IS EN 14250 and sub-clause 9. handling and erection stresses. out of plane stability of truss members. a . The truss height shall be greater than 0.2.15 of the span and 10.g. 6.4.01 Design basis in respect of profile Roof trusses are designed in accordance with sub-section 5.53 Section 6: Trusses Fabricated with Metal Plate Fasteners 6.
 knots and other features in the region of connections to ensure that the load carrying capacity of a connection is not reduced. 6. provides requirements which are prerequisites for the design rules given in other sections. taking special care to avoid distortion during hoisting from horizontal to vertical positions. including in this respect any possible dynamic action. The . and for cover dimensions of punched metal plate fasteners used at chord splices. Where the loaded condition or the support system during construction is different to that in the finished building the interim temporary condition is a relevant load situation which requires to be considered.03 Requirements on structural detailing and control compliance Eurocode 5: Section 10 Part 1-1. 6.54 person load). These rules on structural detailing and control (in production and on site) in respect of trusses with punched metal plate fasteners include: limitation of wane. and also after completion of the structure. workmanship off and on site. split or badly fitting at the time of assembly should be undertaken in such a way that ensures over-stressing of members or connections is avoided.04 Production requirements Production requirements for prefabricated structural members assembled with punched metal plate fasteners are specified in IS EN 14250. the implementation of a control plan in respect of production. the replacement of members which are warped. The avoidance of over-stressing of members during storage transportation or erection. for minimum overlap dimensions of punched metal plates on any timber member. splits.
 193: 2006. Evaluation of conformity and marking are included. Draft Irish Standard . The main differences for the draft are the inclusion of service classes 1 and 2 conditions for trusses.05 Draft Irish Standard IS 193: 2006. marking and certification. This draft is a revision of the 1986 version of the original standard. normative references of other standards for compliance including a number of IS EN relevant standards. beams and girders for use in buildings and bridges using structural timber members with or without finger joints. 6. The standard lists nineteen normative standards and stipulates relevant standards in respect of: material requirements. There is an Annex regarding bracing and a second Annex with figures illustrating various items relevant to requirements and a bibliography is included. erection and site work practices. an increase in the requirements in respect of fabrication. Timber trussed rafters for roofs is currently at the public enquiry stage. additional design requirements. figures in regard to handling. . storage. timber sizes (minimum sizes). It also sets out requirements for: joints. reaction to fire.55 standard is in respect of trusses. product requirements. evaluation of conformity including factory production control.I. the introduction of preservation and fire exposure retardant treatments. The design method described in this standard is based on permissible stress analysis.S. product documentation.
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 EN1995_5.pdf