pren Eurocode 5 Design of timber structures Part 1.1 General Rules General rules and rules for buildings Final Draft (Stage 34)

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1 Page 1 CEN/TC 50/SC5 N158 pren Eurocoe 5 Design of timber structures Part 1.1 General Rules General rules an rules for builings Final Draft (Stage 34)

2 Page Final raft of EN Forewor 6 SECTION 1 GENERAL SCOPE SCOPE OF EUROCODE SCOPE OF EN NORMATIVE REFERENCES ASSUMPTIONS DISTINCTION BETWEEN PRINCIPLES AND APPLICATION RULES DEFINITIONS SYMBOLS USED IN PART 1-1 OF EN SECTION BASIS OF DESIGN REQUIREMENTS Basic requirements Reliability management Design working life an urability PRINCIPLES OF LIMIT STATE DESIGN General Ultimate limit states Serviceability limit states BASIC VARIABLES Actions an environmental influences General Loa-uration classes Service classes Materials an prouct properties Loa-uration an moisture influences on strength Loa-uration an moisture influences on eformations....4 VERIFICATION BY THE PARTIAL FACTOR METHOD Design value of material property Design value of geometrical ata Design resistances Verification of equilibrium (EQU) DESIGN ASSISTED BY TESTING...4 SECTION 3 MATERIAL PROPERTIES GENERAL STRENGTH AND STIFFNESS PARAMETERS STRESS-STRAIN RELATIONS STRENGTH MODIFICATION FACTORS FOR SERVICE CLASSES AND LOAD DURATION CLASSES DEFORMATION MODIFICATION FACTORS FOR SERVICE CLASSES SOLID TIMBER GLUED LAMINATED TIMBER LAMINATED VENEER LUMBER (LVL) WOOD-BASED PANELS ADHESIVES METAL FASTENERS...30

3 SECTION 4 Page 3 DURABILITY RESISTANCE TO BIOLOGICAL ORGANISMS RESISTANCE TO CORROSION...31 SECTION 5 BASIS OF STRUCTURAL ANALYSIS GENERAL MEMBERS CONNECTIONS ASSEMBLIES GENERAL FRAME STRUCTURES SIMPLIFIED ANALYSIS OF TRUSSES WITH PUNCHED METAL PLATE FASTENERS PLANE FRAMES AND ARCHES SECTION 6 ULTIMATE LIMIT STATES DESIGN OF CROSS SECTIONS SUBJECTED TO STRESS IN ONE PRINCIPAL DIRECTION TENSION PARALLEL TO THE GRAIN TENSION PERPENDICULAR TO THE GRAIN COMPRESSION PARALLEL TO THE GRAIN COMPRESSION PERPENDICULAR TO THE GRAIN BENDING SHEAR TORSION DESIGN OF CROSS SECTIONS SUBJECTED TO COMBINED STRESSES COMPRESSION STRESSES AT AN ANGLE TO THE GRAIN COMBINED BENDING AND AXIAL TENSION COMBINED BENDING AND AXIAL COMPRESSION COMBINED TENSION PERPENDICULAR TO THE GRAIN AND SHEAR STABILITY OF MEMBERS GENERAL MEMBERS SUBJECTED TO COMPRESSION AND BENDING (COLUMNS) LATERAL TORSIONAL BUCKLING OF BEAMS DESIGN OF CROSS SECTIONS IN MEMBERS WITH VARYING CROSS-SECTION OR CURVED SHAPE GENERAL SINGLE TAPERED BEAMS DOUBLE TAPERED, CURVED AND PITCHED CAMBERED BEAMS NOTCHED MEMBERS GENERAL BEAMS WITH A NOTCH AT THE SUPPORT MEMBERS WITH HOLES SYSTEM STRENGTH...53 SECTION 7 SERVICEABILITY LIMIT STATES JOINT SLIP LIMITING VALUES FOR DEFLECTIONS OF BEAMS VIBRATIONS GENERAL VIBRATIONS FROM MACHINERY RESIDENTIAL FLOORS... 57

4 Page 4 Final raft of EN SECTION 8 CONNECTIONS WITH METAL FASTENERS GENERAL LATERAL LOAD-CARRYING CAPACITY OF METAL DOWEL-TYPE FASTENERS TIMBER-TO-TIMBER AND PANEL-TO-TIMBER CONNECTIONS STEEL-TO-TIMBER CONNECTIONS NAILED CONNECTIONS LATERALLY LOADED NAILS General Naile timber-to-timber connections Naile panel-to-timber connections Naile steel-to-timber connections AXIALLY LOADED NAILS COMBINED LATERALLY AND AXIALLY LOADED NAILS STAPLED CONNECTIONS BOLTED CONNECTIONS LATERALLY LOADED BOLTS General Bolte timber-to-timber connections Bolte panel-to-timber connections Bolte steel-to-timber connections AXIALLY LOADED BOLTS DOWELLED CONNECTIONS SCREWED CONNECTIONS LATERALLY LOADED SCREWS AXIALLY LOADED SCREWS COMBINED LATERALLY AND AXIALLY LOADED SCREWS CONNECTIONS MADE WITH PUNCHED METAL PLATE FASTENERS GENERAL PLATE GEOMETRY PLATE STRENGTH PROPERTIES PLATE ANCHORAGE STRENGTHS CONNECTION STRENGTH VERIFICATION Plate anchorage capacity Plate capacity CONNECTIONS MADE WITH RING OR SHEAR PLATE CONNECTORS CONNECTIONS MADE WITH TOOTHED-PLATE CONNECTORS...83 SECTION 9 COMPONENTS AND ASSEMBLIES COMPONENTS GLUED THIN-WEBBED BEAMS GLUED THIN-FLANGED BEAMS MECHANICALLY JOINTED BEAMS MECHANICALLY JOINTED AND GLUED COLUMNS ASSEMBLIES TRUSSES TRUSSES WITH PUNCHED METAL PLATE FASTENERS ROOF AND FLOOR DIAPHRAGMS General Simplifie analysis of roof an floor iaphragms WALL DIAPHRAGMS General Simplifie analysis of wall iaphragms BRACING... 95

5 Page General Single members in compression Bracing of beam or truss systems SECTION 10 STRUCTURAL DETAILING AND CONTROL GENERAL MATERIALS GLUED JOINTS JOINTS WITH MECHANICAL FASTENERS GENERAL NAILS BOLTS AND WASHERS DOWELS SCREWS ASSEMBLY TRANSPORTATION AND ERECTION CONTROL SPECIAL RULES FOR DIAPHRAGM STRUCTURES FLOOR AND ROOF DIAPHRAGMS WALL DIAPHRAGMS SPECIAL RULES FOR TRUSSES WITH PUNCHED METAL PLATE FASTENERS FABRICATION ERECTION ANNEX A (INFORMATIVE): CONNECTIONS WITH GLUED-IN STEEL RODS A.1 GENERAL A. AXIALLY LOADED RODS A..1 General A.. Failure moes A...1 Failure of an iniviual ro A... Failure in the timber member A.3 LATERALLY LOADED RODS A.4 COMBINED LATERALLY AND AXIALLY LOADED RODS A.5 SERVICEABILITY LIMIT STATES A.6 STRUCTURAL DETAILING ANNEX B (INFORMATIVE): MECHANICALLY JOINTED BEAMS B.1 SIMPLIFIED ANALYSIS B.1.1 CROSS SECTIONS B.1. ASSUMPTIONS B.1.3 SPACINGS B.1.4 DEFLECTIONS RESULTING FROM BENDING MOMENTS B. EFFECTIVE BENDING STIFFNESS B.3 NORMAL STRESSES B.4 MAXIMUM SHEAR STRESS B.5 FASTENER LOAD...11 ANNEX C (INFORMATIVE): BUILT-UP COLUMNS...113

6 Page 6 Final raft of EN C.1 GENERAL C.1.1 ASSUMPTIONS C.1. LOAD CARRYING CAPACITY C. MECHANICALLY JOINTED COLUMNS C..1 EFFECTIVE SLENDERNESS RATIO C.. LOAD ON FASTENERS C..3 COMBINED LOADS C.3 SPACED COLUMNS WITH PACKS OR GUSSETS C.3.1 ASSUMPTIONS C.3. AXIAL LOAD-CARRYING CAPACITY C.3.3 LOAD ON FASTENERS, GUSSETS OR PACKS C.4 LATTICE COLUMNS WITH GLUED OR NAILED JOINTS C.4.1 ASSUMPTIONS C.4. LOAD CARRYING CAPACITY C.4.3 SHEAR FORCES Annex D (INFORMATIVE): SIMPLIFIED DESIGN EXPRESSIONS FOR DOWEL TYPE FASTENERS...10 D.1 TIMBER-TO-TIMBER AND PANEL-TO-TIMBER CONNECTIONS...10 D.1.1 General D.1. Nails D.1.3 Special case of connections with only one timber strength class D. STEEL TO TIMBER CONNECTIONS...11 Forewor This European Stanar EN , Eurocoe : Design of timber structures, Part 1.1 : General Rules, General rules an rules for builings, has been prepare on behalf of Technical Committee CEN/TC50 «Structural Eurocoes», the Secretariat of which is hel by BSI. CEN/TC50 is responsible for all Structural Eurocoes. The text of the raft stanar was submitte to the formal vote an was approve by CEN as EN on YYYY-MM-DD. No existing European Stanar is supersee. Backgroun of the Eurocoe programme In 1975, the Commission of the European Community ecie on an action programme in the fiel of construction, base on article 95 of the Treaty. The objective of the programme was the elimination of technical obstacles to trae an the harmonisation of technical specifications. Within this action programme, the Commission took the initiative to establish a set of harmonise technical rules for the esign of construction works which, in a first stage, woul serve as an alternative to the national rules in force in the Member States an, ultimately, woul replace them. For fifteen years, the Commission, with the help of a Steering Committee with Representatives of Member States, conucte the evelopment of the Eurocoes programme, which le to the first generation of European coes in the 1980s. In 1989, the Commission an the Member States of the EU an EFTA ecie, on the basis of an agreement 1 between the Commission an CEN, to transfer the preparation an the publication of the Eurocoes to CEN through a series of Manates, in orer to provie them with a future status of European Stanar (EN). This links e facto the Eurocoes with the provisions of all the Council s Directives an/or Commission s Decisions 1 Agreement between the Commission of the European Communities an the European Committee for Stanarisation (CEN) concerning the work on EUROCODES for the esign of builing an civil engineering works (BC/CEN/03/89).

7 Page 7 ealing with European stanars (e.g. the Council Directive 89/106/EEC on construction proucts - CPD - an Council Directives 93/37/EEC, 9/50/EEC an 89/440/EEC on public works an services an equivalent EFTA Directives initiate in pursuit of setting up the internal market). The Structural Eurocoe programme comprises the following stanars generally consisting of a number of Parts: EN 1990 Eurocoe : Basis of Structural Design EN 1991 Eurocoe 1: Actions on structures EN 199 Eurocoe : Design of concrete structures EN 1993 Eurocoe 3: Design of steel structures EN 1994 Eurocoe 4: Design of composite steel an concrete structures EN 1995 Eurocoe 5: Design of timber structures EN 1996 Eurocoe 6: Design of masonry structures EN 1997 Eurocoe 7: Geotechnical esign EN 1998 Eurocoe 8: Design of structures for earthquake resistance EN 1999 Eurocoe 9: Design of aluminium structures Eurocoe stanars recognise the responsibility of regulatory authorities in each Member State an have safeguare their right to etermine values relate to regulatory safety matters at national level where these continue to vary from State to State. Status an fiel of application of Eurocoes The Member States of the EU an EFTA recognise that Eurocoes serve as reference ocuments for the following purposes: as a means to prove compliance of builing an civil engineering works with the essential requirements of Council Directive 89/106/EEC, particularly Essential Requirement N 1 Mechanical resistance an stability an Essential Requirement N Safety in case of fire ; as a basis for specifying contracts for construction works an relate engineering services ; as a framework for rawing up harmonise technical specifications for construction proucts (ENs an ETAs) The Eurocoes, as far as they concern the construction works themselves, have a irect relationship with the Interpretative Documents referre to in Article 1 of the CPD, although they are of a ifferent nature from harmonise prouct stanars 3. Therefore, technical aspects arising from the Eurocoes work nee to be aequately consiere by CEN Technical Committees an/or EOTA Working Groups working on prouct stanars with a view to achieving full compatibility of these technical specifications with the Eurocoes. The Eurocoe stanars provie common structural esign rules for everyay use for the esign of whole structures an component proucts of both a traitional an an innovative nature. Unusual forms of construction or esign conitions are not specifically covere an aitional expert consieration will be require by the esigner in such cases. National Stanars implementing Eurocoes Accoring to Art. 3.3 of the CPD, the essential requirements (ERs) shall be given concrete form in interpretative ocuments for the creation of the necessary links between the essential requirements an the manates for harmonise ENs an ETAGs/ETAs. 3 Accoring to Art. 1 of the CPD the interpretative ocuments shall : a) give concrete form to the essential requirements by harmonising the terminology an the technical bases an inicating classes or levels for each requirement where necessary ; b) inicate methos of correlating these classes or levels of requirement with the technical specifications, e.g. methos of calculation an of proof, technical rules for project esign, etc. ; c) serve as a reference for the establishment of harmonise stanars an guielines for European technical approvals. The Eurocoes, e facto, play a similar role in the fiel of the ER 1 an a part of ER.

8 Page 8 The National Stanars implementing Eurocoes will comprise the full text of the Eurocoe (incluing any annexes), as publishe by CEN, which may be precee by a National title page an National forewor, an may be followe by a National annex. The National annex may only contain information on those parameters which are left open in the Eurocoe for national choice, known as Nationally Determine Parameters, to be use for the esign of builings an civil engineering works to be constructe in the country concerne, i.e.: values an/or classes where alternatives are given in the Eurocoe, values to be use where a symbol only is given in the Eurocoe, country specific ata (geographical, climatic, etc.), e.g. snow map, the proceure to be use where alternative proceures are given in the Eurocoe, ecisions on the application of informative annexes, references to non-contraictory complementary information to assist the user to apply the Eurocoe. Links between Eurocoes an harmonise technical specifications (ENs an ETAs) for proucts There is a nee for consistency between the harmonise technical specifications for construction proucts an the technical rules for works 4. Furthermore, all the information accompanying the CE Marking of the construction proucts which refer to Eurocoes shall clearly mention which Nationally Determine Parameters have been taken into account. Aitional information specific to EN EN 1995 escribes the Principles an requirements for safety, serviceability an urability of timber structures. It is base on the limit state concept use in conjunction with a partial factor metho. For the esign of new structures, EN 1995 is intene to be use, for irect application, together with EN 1990 an relevant Parts of EN Numerical values for partial factors an other reliability parameters are recommene as basic values that provie an acceptable level of reliability. They have been selecte assuming that an appropriate level of workmanship an of quality management applies. When EN 1995 is use as a base ocument by other CEN/TCs the same values nee to be taken. National annex for EN This stanar gives alternative proceures, values an recommenations for classes with notes inicating where national choices may have to be mae. Therefore the National Stanar implementing EN 1995 shoul have a National annex giving avice on all Nationally Determine Parameters to be use for the esign of builings an civil engineering works to be constructe in the relevant country. National choice is allowe in EN through clauses : (1)P Partial factors for material properties ()P Assignement of loas to loa uration classes - 7.() Limiting values for eflections () Limiting values for vibrations (5) Design methos for floors in vibration. 4 see Art.3.3 an Art.1 of the CPD, as well as clauses 4., 4.3.1, 4.3. an 5. of ID 1.

9 Page 9 SECTION 1 GENERAL 1.1 SCOPE SCOPE OF EUROCODE 5 (1)P Eurocoe 5 applies to the esign of builings an civil engineering works in timber (soli timber, sawn, plane or in pole form, glue laminate timber or woo base structural proucts for example LVL) or woobase panels jointe together with ahesives or mechanical fasteners. It complies with the principles an requirements for the safety an serviceability of structures, an the basis of their esign an verification that are given in pren 1990 Basis of structural esign. ()P Eurocoe 5 is only concerne with requirements for mechanical resistance, serviceability, urability an fire resistance of timber structures. Other requirements, e.g concerning thermal or soun insulation, are not consiere. (3) Eurocoe 5 is intene to be use in conjunction with: EN 1990 Basis of structural esign EN 1991 Actions on structures EN s for construction proucts relevant for timber structures EN 1998 Design of structures for earthquake resistance, when timber structures are built in seismic regions (4) Eurocoe 5 is subivie in various parts: EN General rules EN Briges (5) EN General rules comprises: EN General rules - General rules an rules for builings EN General rules - Structural Fire Design (6) Part EN refers to the General rules in Part 1. The clauses in part EN supplement the clauses in EN SCOPE OF EN (1) Part 1.1 of Eurocoe 5 gives general esign rules for timber structures which are reference in Part for timber brige esign. () The following subjects are ealt with in Part 1.1: SECTION 1 : General SECTION : Basis of esign SECTION 3 : Material properties SECTION 4 : Durability SECTION 5 : Basis of structural analysis SECTION 6 : Ultimate limit states SECTION 7 : Serviceability limit states SECTION 8 : Connections with metal fasteners SECTION 9 : Components an assemblies SECTION 10 : Structural etailing an control (3) SECTION 1 an SECTION provie aitional clauses to those given in pren 1990 Basis of structural esign. (4) SECTION 3 eals with material properties.

10 Page 10 (5) SECTION 4 gives general rules for urability. (6) SECTION 5 refers to the basis of structural analysis. (7) SECTION 6 gives etaile rules for the esign of cross sections an members in the ultimate limit state. (8) SECTION 7 gives etaile rules for serviceability. (9) SECTION 8 gives etaile rules for connections. (10) SECTION 9 gives etaile rules for components an assemblies (11) SECTION 10 gives rules for structural etailing an control. 1. NORMATIVE REFERENCES (1) The following normative ocuments contain provisions which, through references in this text, constitute provisions of this European stanar. For ate references, subsequent amenments to or revisions of any of these publications o not apply. However, parties to agreements base on this European stanar are encourage to investigate the possibility of applying the most recent eitions of the normative ocuments inicate below. For unate references the latest eition of the normative ocument referre to applies. ISO stanars ISO 081 ISO 631- Metallic coatings. Electroplate coatings of zinc on iron or steel Evaluation of human exposure to whole-boy vibration. Part : Continuous an shock-inuce vibrations in builings (1 to 80 Hz) European Stanars EN 300 EN 301 EN 31-4 EN 31-5 EN 31-6 EN 31-7 EN EN 335- Oriente Stran Boar (OSB) Definition, classification an specifications Ahesives, phenolic an aminoplastic for loa bearing timber structures; classification an performance requirements Particleboars - Specifications. Part 4: Requirements for loabearing boars for use in ry conitions Particleboars - Specifications. Part 5: Requirements for loabearing boars for use in humi conitions Particleboars - Specifications. Part 6: Requirements for heavy uty loa-bearing boars for use in ry conitions Particleboars - Specifications. Part 7: Requirements for heavy uty loa-bearing boars for use in humi conitions Durability of woo an woo-base proucts - efinition of hazar classes of biological attack Part 1: General Durability of woo an woo-base proucts - efinition of hazar classes of biological attack. Part : Application to soli woo

11 Page 11 EN EN 350- EN EN 383 EN 385 ENV 387 EN 409 EN 460 EN 594 EN 6- EN 6-3 EN 6-4 EN 6-5 EN EN 636- EN EN 91 EN TC EN 1075 Durability of woo an woo-base proucts Definition of hazar classes of biological attack Part 3: Application to woo base panels Durability of woo an woo-base proucts Natural urability of soli woo Part : Guie to natural urability an treatability of selecte woo species of importance in Europe Durability of woo an woo-base proucts Preservative treate soli woo. Part 1: Classification of preservative penetration an retention Timber structures - Test methos. Determination of embeing strength an founation values for owel type fasteners Finger jointe structural timber. Performance requirements an minimum prouction requirements Glue laminate timber - Prouction requirements for large finger joints. Performance requirements an minimum prouct requirements Timber structures - Test methos. Determination of the yiel moment of owel type fasteners Nails Durability of woo an woo-base proucts Natural urability of soli woo Guie of the urability requirements for woo to be use in hazar classes Test metho for shear walls Fibreboars - Specifications - Part : Requirements for Harboars Fibreboars - Specifications. Part 3: Requirements for meium boars Fibreboars - Specifications. Part 4: Requirements for soft boars Fibreboars - Specifications. Part 5: Requirements for ry process boars Plywoo - Specifications. Part 1: Requirements for plywoo for use in ry conitions Plywoo - Specifications. Part : Requirements for plywoo for use in humi conitions Plywoo - Specifications. Part 3: Requirements for plywoo for use in exterior conitions Timber fasteners Specifications for connectors for timber Timber structures. Prouction requirements for fabricate trusses using punche metal plate fasteners Timber structures - Test methos. Testing of joints mae with punche metal plate fasteners

12 Page 1 EN 1380 EN 1381 EN 138 EN 1383 EN 1990 EN 1991 EN 1995 EN 1998 EN EN 1371 EN 6891 EN 8970 pren pren Timber structures Test methos Loa bearing naile joints Timber structures Test methos Loa bearing staple joints Timber structures Test methos Withrawal capacity of timber fasteners Timber structures Test methos Pull through testing of timber fasteners Basis of esign Actions on structures Design of timber structures Design of structures for earthquake resistance Specification for continuously hot-ip zinc coate structural steel sheet an strip. Technical elivery conitions Timber fasteners - Characteristic loa-carrying capacity an slip-mouli Timber structures. Joints mae with mechanical fasteners. General principles for the etermination of strength an eformation characteristics Timber structures. Testing of joints mae with mechanical fasteners; requirements for woo ensity Structural timber with rectangular cross section Part 1, General requirements Glue laminate timber proucts Requirements pren Woo-base panels for use in construction - Characteristics, evaluation of conformity an marking pren 14-aaa pren 14-bbb EN TC pren Timber structures Laminate Veneer Lumber Requirements Structural timber Calculation of characteristic 5-percentile values. Structural timber with roun cross-section Requirements Metal fasteners. Assumptions (1)P The general assumptions of EN 1990 apply..3 Distinction between principles an application rules (1)P The rules in EN 1990 clause 1.4 apply.

13 Page DEFINITIONS (1)P The efinitions of EN 1990 clause 1.5 apply. ()P The following terms are use in Part 1-1 of EN with the following meanings: Balance plywoo A plywoo in which the outer an inner plies are symmetrical about the centre plane with respect to thickness an species Characteristic value The characteristic value is normally that value which has a prescribe probability of not being attaine in a hypothetical unlimite test series, i.e., a fractile in the istribution of the property. The characteristic value is calle a lower or upper characteristic value if the prescribe value is less or greater than 0,50 respectively Dowel Circular cylinrical ro usually of steel fitting tightly in prebore holes an use for transferring loas perpenicular to the owel axis Equilibrium moisture content The moisture content at which woo neither gains nor loses moisture to the surrouning air Fibre saturation point Moisture content at which the woo cells are completely saturate LVL Laminate Veneer Lumber, efine accoring to pren 14-aaa Laminate timber eck A plate mae of abutting parallel an soli laminations connecte together by nails or screws or by prestressing or gluing Laminate timber floor as laminate timber eck Moisture content The mass of water in woo expresse as a proportion of its oven-ry mass Racking Effect cause by horizontal actions in the plane of a wall Stiffness property A property use in the calculation of the eformation of the structure, e.g. moulus of elasticity, shear moulus Slip moulus A property use in the calculation of the eformation between two members of a structure.

14 Page SYMBOLS USED IN PART 1-1 OF EN 1995 For the purpose of this Part 1-1 of EN 1995, the following symbols apply. LATIN UPPER CASE LETTERS A A ef A net,t A net,v E 0,05 E E mean E mean,fin F F A, F A,min, F ax F c F F,ser F la F M, F t F x, F y, G 0,05 H I tor I z K ser K u L net,t L net,v M A, M ap, M M y,k N R 90, R 90,k R ax, R ax, k R ax,α,k R R ef,k R f,k R iv, R k R la, R sp,k R to,k R v, R x, R y, V W y X X k Cross-section Area of the total contact surface between a punche metal plate fastener an the timber Net cross section perpenicular to the grain Net shear area parallel to the grain Fifth percentile value of a stiffness property Design member stiffness Instantaneous mean value of a stiffness property Mean value of stiffness property use to calculate the final state of a structure Force Design force acting on a punche metal plate fastener at the centroi of the effective area Minimum esign force acting on a punche metal plate fastener at the centroi of the effective area Axial loa Compressive force Design force Design force at the serviceability limit state Lateral loa Design force from a esign moment Tensile force Design value of a force in x irection Design value of a force in y irection Fifth percentile value of shear moulus Overall rise of a trusse rafter Torsional moment of inertia Secon moment of area about the weak axis Instantaneous slip moulus Instantaneous slip moulus for ultimate limit states Net with of the cross section perpenicular to the grain Net length of the fracture area in shear Design moment acting on a punche metal plate fastener Design moment at apex zone Design moment Characteristic fastener yiel moment Axial force Design splitting capacity Characteristic splitting capacity Design loa carrying capacity of a connection axially loae Characteristic loa carrying capacity Characteristic loa carrying capacity at an angle to grain Design value of a loa carrying capacity Effective characteristic loa carrying capacity of a connection Characteristic loa-carrying capacity per fastener Design racking loa-carrying capacity of a wall Characteristic loa carrying capacity Design loa carrying capacity of a connection laterally loae Characteristic splitting capacity Characteristic loa carrying capacity of a toothe plate connector Design loa carrying capacity of a wall iaphragm Design value of a plate capacity in x irection Design value of a plate capacity in y irection Volume Moment of resistance about the strong axis Design value of a strength property Characteristic value of a strength property

15 Page 15 LATIN LOWER CASE LETTERS a 1 Spacing istance in grain irection a Distance a 3,c En istance to unloae en a 3,t En istance to loae en a 4,c Ege istance to unloae ege a 4,t Ege istance to loae ege b net Clear spacing between stus b w Web with Diameter c Connector iameter ef Effective iameter f h,i,k Characteristic embement strength of timber member i f a,0,0 Anchorage capacity per unit area for α = 0 an β = 0 f a,90,90 Anchorage capacity per unit area for α = 90 an β = 90 f a,α,β,k Characteristic anchorage strength f ax,k Characteristic withrawal parameter for nails f c,0, Design compressive strength along the grain f c,w, Design compressive strength of the web f f,c, Flange esign compressive strength f f,t, Flange esign tensile strength f h,k Characteristic embement strength f hea,k Characteristic pull through parameter for nails f I Funamental frequency f m,k Characteristic bening strength f m,y, Design bening strength about the principal y-axis f m,z, Design bening strength about the principal z-axis f m,α, Design bening strength at an angle α to the grain f t,0, Design tensile strength along the grain f t,0,k Characteristic tensile strength along the grain f t,90, Design tensile strength perpenicular to the grain f t,w, Design tensile strength of the web f u,k Characteristic tensile strength of bolts f v,0, Design panel shear strength f v,ax,α,k Characteristic withrawal strength at an angle to grain f v,ax,90,k Characteristic withrawal strength perpenicular to grain f v, Design shear strength h Depth h ap Depth of the apex zone h Hole epth h e Embement epth h e Loae ege istance h ef Effective epth h f,c Compressive flange epth h f,t Tensile flange epth h rl Lower ege istance of a hole h ru Upper ege istance of a hole h w Web epth i Notch inclination k c,y or z Instability factor k cal Calibration factor k crit Factor use for lateral buckling k ef Deformation factor k is Factor taking into account the istribution of stresses in an apex zone k h Depth factor k m Factor consiering reistribution of bening stresses in a cross-section k mo Moification factor Reuction factor k r

16 Page 16 k shape Factor epening on the shape of the cross section k sys System strength factor k v Reuction factor for notche beams k vol Volume factor k y or z Instability factor! a,min Minimum anchorage length for a glue-in ro! Span! A Support istance of a hole! ef Effective length! V En istance of a hole! Z Spacing istance between holes m Number of fastener rows parallel to the grain; Mass per unit area n 40 Number of frequencies below 40 Hz n ef Effective number of fasteners p Distribute loa r Raius of curvature r in Inner raius t Thickness t pen Penetration epth u 0 Precamber u 1 Instantaneous eflection u creep Creep eflection u fin Final eflection u inst Instantaneous eformation u net Net eflection u net,fin Net final eflection u ser Slip at the serviceability limit state u u Slip at the ultimate limit state v Unit impulse velocity response GREEK LOWER CASE SYMBOLS α β β c γ γ M λ y λ z λ rel,y λ rel,z ρ k ρ m σ c,0, σ c,α, σ f,c, σ f,c,max, σ f,t, σ f,t,max, σ m,crit σ m,y, σ m,z, σ m,α, σ N σ t,0, σ t,90, σ w,c, Angle between the x-irection an the force for a punche metal plate Angle to the irection of grain Angle between the grain irection an the force for a punche metal plate Straightness factor Angle between the x-irection an the timber connection line for a punche metal plate Partial factor Slenerness ratio corresponing to bening about the y-axis Slenerness ratio corresponing to bening about the z-axis Relative slenerness ratio corresponing to bening about the y-axis Relative slenerness ratio corresponing to bening about the z-axis Characteristic ensity Mean ensity Design compressive stress along the grain Design compressive stress at an angle α to the grain Mean flange esign compressive stress Extreme fibre flange esign compressive stress Mean flange esign tensile stress Extreme fibre flange esign tensile stress Critical bening stress Design bening stress about the principal y-axis Design bening stress about the principal z-axis Design bening stress at an angle a to the grain Axial stress Design tensile stress along the grain Design tensile stress perpenicular to the grain Design compressive stress of the web

17 Page 17 σ w,t, τ τ F, τ M, τ tor, ψ ζ Design tensile stress of the web Design shear stress Design anchorage stress from axial force Design anchorage stress from moment Design shear stress from torsion Factor for quasi-permanent value of a variable action Moal amping ratio

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19 Page 3 SECTION BASIS OF DESIGN.1 REQUIREMENTS.1.1 Basic requirements (1)P The esign of timber structures shall be in accorance with the general rules given in EN ()P The supplementary provisions for timber structures given in this section shall also be applie. (3) The basic requirements of EN 1990 section are eeme to be satisfie for timber structures when limit state esign, in conjunction with the partial factor metho using EN 1990 an EN 1991 for actions an their combinations an EN 1995 for resistances, rules for serviceability an urability, is applie..1. Reliability management (1) When ifferent levels of reliability are require, these levels shoul be preferably achieve by an appropriate choice of quality management in esign an execution, accoring to EN 1990 Annex C..1.3 Design working life an urability (1) EN 1990 clause.3 applies.. PRINCIPLES OF LIMIT STATE DESIGN..1 General (1)P The esign moels for the ifferent limit states shall, as appropriate, take into account the following : - ifferent material properties (e.g. moulus of elasticity, strength an failure moe) - ifferent time epenent behaviour of the materials (creep) - ifferent climatic conitions for the materials (temperature, moisture variations) - ifferent esign situations (stages of construction, change of support conitions).. Ultimate limit states (1)P Where a structural analysis is carrie out, the stiffness properties shall be : - the mean values for a first orer linear elastic stress analysis if the members have the same time epenent (creep) properties - the final mean values ajuste to the uration of the largest loa component, as efine in.3..(1), where the istribution of member forces an moments is affecte by the egree of eformation in the structure - the esign values, see.4.1(), for a secon orer linear elastic analysis () The slip moulus for the ultimate limit state, K u, shoul be taken as : K u = 3 K ser K ser is the instantaneous slip moulus, see..3(3)p (.1) (3) The slip in a connection for a esign force F shoul be taken as u u, given by :

20 Page where u u u ser u 1, 5 u u F u = ser with ser = (.) Kser is the slip at the ultimate limit state is the slip at the serviceability limit state..3 Serviceability limit states (1)P The eformation of a structure which results from the effects of actions (such as axial an shear forces, bening moments an joint slip) an from moisture shall remain within appropriate limits, having regar to the possibility of amage to surfacing materials, ceilings, floors, partitions an finishes, an to the functional nees as well as any appearance requirements. () The instantaneous eformation, u inst, uner an action shoul be calculate using the mean value of the appropriate instantaneous stiffness an slip mouli. (3)P The slip moulus K ser for the serviceability limit states shall be etermine by testing accoring to the metho for etermining k s (= K ser ) given in EN 6891, or by calculation accoring to 7.1 (4) The final eformation for each action, u fin, for members an connections shoul be calculate as : ( 1 ) u = u + u = u + ψ k (.3) fin inst creep inst ef u inst is the instantaneous eformation, see also Figure 7.1 u creep is the creep eformation, see also Figure 7.1 ψ is a factor for the quasi-permanent value of a variable action. For permanent actions, ψ shoul be taken equal to 1,0 k ef is efine in Table 3. for timber an woo base materials, an in.3..(6) an.3.. (3) for connections (5) If the structure consists of members or components having ifferent creep behaviour, the final eformation shoul be calculate as the sum of the iniviual eformation contributions. (6) The eformation from a combination of actions shoul be calculate as the combination of the contributions from the iniviual actions. The possibility of having simultaneous occurrence of two variable loas may be taken into account by ψ 0 factors (see EN 1990)..3 BASIC VARIABLES.3.1 Actions an environmental influences General (1)P Duration of loa an moisture content affect the strength an stiffness properties of timber an woo base elements an shall be taken into account in the esign for mechanical resistance an serviceability Loa-uration classes (1)P The loa-uration classes are characterise by the effect of a constant loa acting for a certain perio of time in the life of the structure. For a variable action the appropriate class shall be etermine on the basis of an estimate of the interaction between the typical variation of the loa with time. ()P Actions shall be assigne to one of the loa-uration classes given in

21 Page 1 for strength an stiffness calculations. Loa-uration class Table.1 - Loa-uration classes Orer of accumulate uration of characteristic loa Examples of loaing Permanent more than 10 years self weight Long-term 6 months 10 years storage Meium-term 1 week 6 months impose floor loa, snow Short-term less than one week snow, win Instantaneous win an acciental loa NOTE : Since climatic loas (snow, win) vary between countries, information on their loa uration assignment may be specifie in a National Annex Service classes (1)P Structures shall be assigne to one of the service classes given below : NOTE 1 : The service class system is mainly aime at assigning strength values an for calculating eformations uner efine environmental conitions. NOTE : Information on the assignment of structures to service classes given in ()P, (3)P an (4)P may be given in the National Annex. ()P Service class 1: is characterise by a moisture content in the materials corresponing to a temperature of 0 C an the relative humiity of the surrouning air only exceeing 65% for a few weeks per year. NOTE : In service class 1 the average moisture content in most softwoos will not excee 1%. (3)P Service class : is characterise by a moisture content in the materials corresponing to a temperature of 0 C an the relative humiity of the surrouning air only exceeing 85% for a few weeks per year. NOTE : In service class the average moisture content in most softwoos will not excee 0%. (4)P Service class 3: climatic conitions leaing to higher moisture contents than in service class..3. Materials an prouct properties.3..1 Loa-uration an moisture influences on strength (1) Moification factors, see.4.1, are given in () Where a connection is constitute of two timber elements having ifferent time epenent behaviour, the calculation of the esign loa carrying capacity shoul be mae with the following moification factor k mo : k = k k mo mo, 1 mo, k mo,1 an k mo, are the moification factors for the two timber elements. (.4)

22 Page.3.. Loa-uration an moisture influences on eformations (1) The final mean value E mean,fin of a stiffness property shoul be taken as: E mean,fin = E mean ( 1+ ψ kef) E mean is the mean value of a stiffness property of timber or of connection, etermine by stanarize tests k ef is a eformation factor taking into account the effect on the stiffness parameters of the loa an the moisture content in the structure. ψ is a factor for the quasi-permanent value of a variable action. For permanent actions, ψ shoul be taken equal to 1,0 (.5) NOTE : Values of k ef are given in () For connections, the eformation factor k ef shoul be ouble. (3) Where a connection is constitute of two timber elements having ifferent time epenent behaviour, the calculation of the final eformation shoul be mae with the following eformation factor k ef : k =,0 k k ef ef,1 ef, k ef,1 an k ef, are the eformation factors for the two timber elements. (.6).4 VERIFICATION BY THE PARTIAL FACTOR METHOD.4.1 Design value of material property (1)P The esign value X of a strength property shall be calculate as: X X k γ M k mo = k mo X γ k M is the characteristic value of a strength property is the partial factor for a material property, specifie in National Annexes is a moification factor taking into account the effect of the uration of loa an moisture content. (.7) NOTE 1 : Values of k mo are given in NOTE : The recommene partial factors for material properties (γ M ) are given in Table.. Information on Nationally etermine parameters may be foun in a National Annex.

23 Table. Recommene partial factors for material properties (γ M ) Funamental combinations: soli timber 1,3 glue laminate timber 1,5 LVL, plywoo, OSB, particle boars, 1, fibre boars Other woo-base materials 1,3 Connections 1,3 Punche metal plate fasteners (plate capacity verification only) 1,1 acciental combinations 1,0 () The esign member stiffness property E shoul be calculate as : Page 3 E E 0,05 = E γ 0,05 M is the fifth percentile value of a stiffness property, etermine by stanar tests. (.8).4. Design value of geometrical ata (1) Geometrical ata for cross sections an systems may be taken as nominal values from prouct stanars hen or rawings for the execution. () Design values of geometrical imperfections specifie in this stanar comprise the effects of geometrical imperfections of members; the effects of structural imperfections from fabrication an erection; inhomogeneity of materials (e.g. ue to knots)..4.3 Design resistances (1)P The esign value R of a resistance (loa carrying capacity) shall be calculate as: R = k mo R γ k M (.9) R k γ M k mo is the characteristic value of a loa carrying capacity is the partial factor for a material property, is a moification factor taking into account the effect of the uration of loa an moisture content. NOTE : Values of k mo are given in

24 Page Verification of equilibrium (EQU) (1) The reliability format for the verification of static equilibrium in Table 1. (A) in Annex A of EN 1990 also applies to esign situations equivalent to (EQU), e.g. for the esign of hol own anchors or the verification of uplift of bearings of continuous beams..5 DESIGN ASSISTED BY TESTING (1) When resistances R K for new proucts are to be etermine from tests, the proceure specifie in this stanar shoul be consiere.

25 Page 5

26 Page 6 - SECTION 5 Final raft of EN SECTION 3 MATERIAL PROPERTIES 3.1 GENERAL STRENGTH AND STIFFNESS PARAMETERS (1)P Strength an stiffness parameters shall be etermine on the basis of tests for the types of action effects to which the material will be subjecte in the structure, or on the basis of comparisons with similar timber species an graes or woo-base materials or on well-establishe relations between the ifferent properties STRESS-STRAIN RELATIONS (1)P Since the characteristic values are etermine on the assumption of a linear relation between stress an strain until failure, the strength verification of iniviual members shall also be base on such a linear relation. () For members or parts of members subjecte to compression, a non linear relationship (elastic-plastic) may be use STRENGTH MODIFICATION FACTORS FOR SERVICE CLASSES AND LOAD DURATION CLASSES (1) The values of the moification factor k mo given in Table 3.1 shoul be use. () If a loa combination consists of actions belonging to ifferent loa-uration classes a value of k mo shoul be chosen which correspons to the action with the shortest uration, e.g. for a ea loa an a short-term combination, a value of k mo corresponing to the short-term loa shoul be use DEFORMATION MODIFICATION FACTORS FOR SERVICE CLASSES (1) The values of the eformation factors k ef given in Table 3. shoul be use.

27 Page 7 Material Stanar Service class Soli timber Glue Laminate timber LVL PrEN PrEN PrEN 14-aaa Plywoo EN 636 Part 1, Part, Part 3 Part, Part 3 Part 3 Table Values of k mo Loa-uration class Permanent Long term Meium term Short term Instant. Action Action Action Action Action 0,60 0,70 0,80 0,90 1,10 0,60 0,70 0,80 0,90 1,10 0,50 0,55 0,65 0,70 0,90 0,60 0,70 0,80 0,90 1,10 0,60 0,70 0,80 0,90 1,10 0,50 0,55 0,65 0,70 0,90 OSB EN 300 OSB/ 1 0,5 0,30 0,40 0,65 1,10 OSB EN 300 OSB/3, OSB/4 OSB/3, OSB/4 Particleboar EN 31 Part 4, Part 5 Part 5 Particleboar EN 31 Part 6, Part 7 Fibreboar, har Fibreboar, semi-har Fibreboar, MDF Fibreboar, softboar Part 7 EN 6- HB.LA, HB.HLS HB.HLS EN 6-3 MBH.LA, MBH.HLS MBH.HLS EN 6-5 MDF.LA, MDF.HLS MDF.HLS EN ,30 0,40 0,50 0,70 1,10 0,0 0,5 0,35 0,50 0,90 0,5 0,30 0,40 0,65 1,10 0,0 0,0 0,5 0,45 0,80 0,30 0,40 0,50 0,70 1,10 0,0 0,5 0,35 0,50 0,90 0,5 0,30 0,40 0,65 1,10 0,0 0,0 0,5 0,45 0,80 0,5 0,30 0,40 0,65 1, ,45 0,80 0,0 0,30 0,40 0,60 1, ,45 0, ,80 1, ,60 0,80

28 Page 8 - SECTION 5 Final raft of EN Table 3. - Values of k ef for timber, woo-base materials for quasi-permanent actions. Material Stanar Service class 1 3 Soli timber PrEN ,60 0,80,00 Glue Laminate timber PrEN ,60 0,80,00 LVL PrEN 14-aaa 0,60 0,80,00 Plywoo EN 636 Part 1 Part Part 3 OSB EN 300 OSB/ OSB/3, OSB/4 Particleboar EN 31 Part 4 Part 5 Part 6 Part 7 Fibreboar, har EN 6- HB.LA HB.HLS Fibreboar, semi-har EN 6-3 MBH.LA MBH.HLS Fibreboar, MDF EN 6-5 MDF.LA MDF.HLS 0, ,80 1,00-0,80 1,00,50, ,50,5 -,5 - -,5 3,00-1, ,50,5,5 - -,5 3,00-3, ,00 4,00 -,5 - -,5 3,00 - Fibreboar, softboar EN 6-4 3,00 4,00-3. SOLID TIMBER (1)P Rectangular timber members shall comply with pren Timber members with roun cross-section shall comply with EN TC ()P The effect of member size on strength shall be taken into account. (3) For soli timber, the reference epth in bening or with (maximum cross-sectional imension) in tension is 150 mm. For epths in bening or withs in tension of soli timber less than 150mm the characteristic values for f m,k an f t,0,k may be increase by the factor k h, where: h k h 150 h = min. 1, 3 is in mm. 0, (3.1) (4) For timber which is installe at or near its fibre saturation point, an which is likely to ry out uner loa, the values of k ef, given in Table 3., shoul be increase by 1,0. (5)P Finger joints shall comply with EN 385

29 Page GLUED LAMINATED TIMBER (1)P Glue laminate timber members shall comply with pren ()P The effect of member size on strength shall be taken into account. (3) For rectangular glue laminate timber, the reference epth in bening or with in tension is 600 mm. For epths in bening or withs in tension of glue laminate timber less than 600mm the characteristic values for f m,k an f t,0,k may be increase by the factor k h, where k h 600 h = min. 1,1 h is in mm. 0,1 (3.) (4)P Large finger joints complying with the requirements of ENV 387 shall not be use for proucts to be installe in service class 3, where the irection of grain changes at the joint. (5)P The effect of member size on the tensile strength perpenicular to the grain shall be taken into account as escribe in 6.1.()P 3.4 LAMINATED VENEER LUMBER (LVL) (1)P LVL members shall comply with pren 14-aaa. ()P The effect of member size on strength shall be taken into account. (3) For LVL, the reference epth in bening is 300 mm. For epths in bening not equal to 300mm the characteristic value for f m,k shoul be multiplie by the factor k h, where k h 300 h = min. 1, h is in mm. s (3.3) (4) For LVL, the reference length in tension is 3000 mm. For lengths in tension not equal to 3000mm the characteristic value for f t,0,k shoul be multiplie by the factor k! where k! 3000 l = min. 1,1 s / (3.4)! is in mm. (5)P The size effect exponent s for LVL shall be eclare by the proucers in accorance with pren 14-aaa.

30 Page 30 - SECTION 5 Final raft of EN (6)P Large finger joints complying with the requirements of ENV 387 shall not be use for proucts to be installe in service class 3, where the irection of grain changes at the joint. 3.5 WOOD-BASED PANELS (1)P Woo-base panels shall comply with pren ()P The use of woo-base panels shall be limite to specific service classes accoring to Table 3.3. (3) The use of softboars accoring to EN 6-4 shoul be restricte to win bracing. Table Permitte use of woo-base panels complying with the requirements of their respective European stanars Material Stanar Service class 1 3 Plywoo EN 636 Part 1 Part Part 3 OSB EN 300 OSB/ OSB/3, OSB/4 Particleboar EN 31 Part 4 Part 5 Part 6 Part 7 Fibreboar, har EN 6- HB.LA HB.HLS Fibreboar, semi-har EN 6-3 MBH.LA MBH.HLS Fibreboar, MDF EN 6-5 MDF.LA MDF.HLS Permitte NOT permitte NOT permitte Permitte Permitte NOT permitte Permitte Permitte Permitte Permitte NOT permitte NOT permitte Permitte Permitte NOT permitte Permitte NOT permitte NOT permitte Permitte Permitte NOT permitte Permitte NOT permitte NOT permitte Permitte Permitte NOT permitte Permitte NOT permitte NOT permitte Permitte Permitte NOT permitte Permitte NOT permitte NOT permitte Permitte Permitte NOT permitte Permitte NOT permitte NOT permitte Permitte Permitte NOT permitte Fibreboar, softboar EN 6-4 Permitte Permitte NOT permitte 3.6 ADHESIVES (1)P Ahesives for structural purposes shall prouce joints of such strength an urability that the integrity of the bon is maintaine in the assigne service class throughout the expecte life of the structure. () Ahesives which comply with Type I specification as efine in EN 301 may be use in all service classes. (3) Ahesives which comply with Type II specification as efine in EN 301 shoul only be use in service classes 1 or an not uner prolonge exposure to temperatures in excess of 50 C. 3.7 METAL FASTENERS (1)P Metal fasteners shall comply with pren

31 Page 31 SECTION 4 DURABILITY 4.1 RESISTANCE TO BIOLOGICAL ORGANISMS (1)P Timber an woo-base materials shall either have aequate natural urability in accorance with EN 350- for the particular hazar class (efine in EN & EN 335- & EN 335-3), or be given a preservative treatment selecte in accorance with EN an EN RESISTANCE TO CORROSION (1)P Metal fasteners an other structural connections shall, where necessary, either be inherently corrosionresistant or be protecte against corrosion. () Examples of minimum corrosion protection or material specifications for ifferent service classes (see.3.1.3) are given in Table 4.1 Table Examples of minimum material or corrosion protection specification for fasteners (relate to ISO 081) Fastener Service Class 1 3 b) Nails an screws with 4mm None Fe/Zn 1c a) Fe/Zn 5c a) Bolts, owels, nails an screws with > 4 mm None None Fe/Zn 5c a) Staples Fe/Zn 1c a) Fe/Zn 1c a) Stainless steel Punche metal plate fasteners Fe/Zn 1c a) Fe/Zn 1c a) Stainless steel an steel plates up to 3mm thick Steel plates over None Fe/Zn 1c a) Fe/Zn 5c a) 3mm up to 5mm in thickness Steel plates over 5mm None None Fe/Zn 5c a) a) NOTE : If hot ip zinc coating is use, Fe/Zn 1c shoul be replace by Z75 an Fe/Zn 5c by Z350 in accorance with EN b) NOTE : For especially corrosive conitions consieration shoul be given to Fe/Zn 40, heavier hot ip coatings or stainless steel.