ds_en 1995-1-1 dk na_2011 e

7/29/2019 DS_EN 1995-1-1 DK NA_2011 E

1/12

Page 1 of 12DS/EN 1995-1-1 DK NA:2011

DS/EN 1995-1-1 DK NA:2011

National Annex to

Eurocode 5: Design of timber structures

Part 1-1: General - Common rules and rules for buildings_______________________________________________________________________

Foreword

This national annex (NA) is a revision of DS/EN 1995-1-1 DK NA:2010-05. In addition to minor

editorial changes and a clarification of clause 4.2 and Table 7.2, new complementary information

on wood-based panels for structural roofs, floors and walls has been added. This NA entered into

force on 2011-12-15 and has replaced DS/EN 1995-1-1 DK NA:2010-05 and DS/EN13986/NA:2007.

Previous versions, addenda and an overview of all National Annexes can be found at

www.eurocodes.dk

This national Annex (NA) lays down the conditions for the implementation in Denmark of this Eu-

rocode for construction works in conformity with the Danish Building Act or the building legisla-

tion. Other parties can put this NA into effect by referring thereto.

This NA specifies the national choices prescribed in Denmark.

The national choices may be in the form of nationally applicable values, an option between methods

given in the Eurocode, or the addition of complementary guidance.

This NA includes:

an overview of possible national choices and complementary information; national choices; complementary (non-contradictory) information which may assist the user of the Eu-

rocode.

The numbering refers to the clauses where choices are allowed and/or complementary information

is given. To the extent possible, the heading/subject is identical to the heading of the clause, but as

references are at a more detailed level that the headings, the heading/subject has in several cases

been made more explicit.

7/29/2019 DS_EN 1995-1-1 DK NA_2011 E

2/12

Page 2 of 12DS/EN 1995-1-1 DK NA:2011

Overview of possible national choices and complementary information

The list below identifies the clauses where national choices are possible and the applicable/not ap-

plicable informative annexes. Furthermore, clauses providing complementary information are iden-tified. Complementary information is given at the end of this document.

Clause Subject National choice Complementary information

2.3.1.2(2)P Load-duration classes National choice

2.3.1.3(1)P Service classes National choice

2.4.1(1)P Design value of material prop-

erty

National choice Complementary information

4.2 Resistance to corrosion Complementary information

6.1.7(2) Shear National choice

6.4.3(8) Double tapered, curved and

pitched cambered beams

National choice

7.2(2) Limiting values for deflections ofbeams

National choice

7.3.3(2) Vibrations - Residential floors National choice

8.3.1.2(4) Nailed timber-to-timber connec-

tions: Nails in end grain

National choice

8.3.1.2(7) Nailed timber-to-timber connec-tions: Species sensitive to splitting

National choice

9.2.2(4) Trusses with punched metal platefastenersMinimum overlap

Complementary information

9.2.4.1(7) Wall diaphragms - General National choice

9.2.5.3(1) Bracing of beam or truss sys-

tems


10.9.2(3) Special rules for trusses withpunched metal plate fasteners:

Erection, maximum bow


10.9.2(4) Special rules for trusses withpunched metal plate fasteners:Erection, maximum deviation


Annex A Block shear and plug shear failureat multiple dowel-type steel-to-timber connections

Shall be applied(normative)

Annex B Mechanically jointed beams Shall be applied(normative)

Annex C Built-up columns Shall be applied

(normative)
http://edda.ds.dk/Livelink/llview.exe/EN_1995-1-1_dansk_HJL_korrektur.html?func=doc.View&nodeId=2264804&docTitle=EN+1995%2D1%2D1+dansk+HJL+korrektur%2Edoc&vernum=0#01000012#01000012http://edda.ds.dk/Livelink/llview.exe/EN_1995-1-1_dansk_HJL_korrektur.html?func=doc.View&nodeId=2264804&docTitle=EN+1995%2D1%2D1+dansk+HJL+korrektur%2Edoc&vernum=0#01000015#01000015http://edda.ds.dk/Livelink/llview.exe/EN_1995-1-1_dansk_HJL_korrektur.html?func=doc.View&nodeId=2264804&docTitle=EN+1995%2D1%2D1+dansk+HJL+korrektur%2Edoc&vernum=0#0100001A#0100001Ahttp://edda.ds.dk/Livelink/llview.exe/EN_1995-1-1_dansk_HJL_korrektur.html?func=doc.View&nodeId=2264804&docTitle=EN+1995%2D1%2D1+dansk+HJL+korrektur%2Edoc&vernum=0#01000068#01000068http://edda.ds.dk/Livelink/llview.exe/EN_1995-1-1_dansk_HJL_korrektur.html?func=doc.View&nodeId=2264804&docTitle=EN+1995%2D1%2D1+dansk+HJL+korrektur%2Edoc&vernum=0#01000077#01000077http://edda.ds.dk/Livelink/llview.exe/EN_1995-1-1_dansk_HJL_korrektur.html?func=doc.View&nodeId=2264804&docTitle=EN+1995%2D1%2D1+dansk+HJL+korrektur%2Edoc&vernum=0#0100007A#0100007Ahttp://edda.ds.dk/Livelink/llview.exe/EN_1995-1-1_dansk_HJL_korrektur.html?func=doc.View&nodeId=2264804&docTitle=EN+1995%2D1%2D1+dansk+HJL+korrektur%2Edoc&vernum=0#010000B1#010000B1http://edda.ds.dk/Livelink/llview.exe/EN_1995-1-1_dansk_HJL_korrektur.html?func=doc.View&nodeId=2264804&docTitle=EN+1995%2D1%2D1+dansk+HJL+korrektur%2Edoc&vernum=0#010000B1#010000B1http://edda.ds.dk/Livelink/llview.exe/EN_1995-1-1_dansk_HJL_korrektur.html?func=doc.View&nodeId=2264804&docTitle=EN+1995%2D1%2D1+dansk+HJL+korrektur%2Edoc&vernum=0#0100010C#0100010Chttp://edda.ds.dk/Livelink/llview.exe/EN_1995-1-1_dansk_HJL_korrektur.html?func=doc.View&nodeId=2264804&docTitle=EN+1995%2D1%2D1+dansk+HJL+korrektur%2Edoc&vernum=0#01000119#01000119http://edda.ds.dk/Livelink/llview.exe/EN_1995-1-1_dansk_HJL_korrektur.html?func=doc.View&nodeId=2264804&docTitle=EN+1995%2D1%2D1+dansk+HJL+korrektur%2Edoc&vernum=0#01000128#01000128http://edda.ds.dk/Livelink/llview.exe/EN_1995-1-1_dansk_HJL_korrektur.html?func=doc.View&nodeId=2264804&docTitle=EN+1995%2D1%2D1+dansk+HJL+korrektur%2Edoc&vernum=0#01000129#01000129http://edda.ds.dk/Livelink/llview.exe/EN_1995-1-1_dansk_HJL_korrektur.html?func=doc.View&nodeId=2264804&docTitle=EN+1995%2D1%2D1+dansk+HJL+korrektur%2Edoc&vernum=0#01000129#01000129http://edda.ds.dk/Livelink/llview.exe/EN_1995-1-1_dansk_HJL_korrektur.html?func=doc.View&nodeId=2264804&docTitle=EN+1995%2D1%2D1+dansk+HJL+korrektur%2Edoc&vernum=0#01000128#01000128http://edda.ds.dk/Livelink/llview.exe/EN_1995-1-1_dansk_HJL_korrektur.html?func=doc.View&nodeId=2264804&docTitle=EN+1995%2D1%2D1+dansk+HJL+korrektur%2Edoc&vernum=0#01000119#01000119http://edda.ds.dk/Livelink/llview.exe/EN_1995-1-1_dansk_HJL_korrektur.html?func=doc.View&nodeId=2264804&docTitle=EN+1995%2D1%2D1+dansk+HJL+korrektur%2Edoc&vernum=0#0100010C#0100010Chttp://edda.ds.dk/Livelink/llview.exe/EN_1995-1-1_dansk_HJL_korrektur.html?func=doc.View&nodeId=2264804&docTitle=EN+1995%2D1%2D1+dansk+HJL+korrektur%2Edoc&vernum=0#010000B1#010000B1http://edda.ds.dk/Livelink/llview.exe/EN_1995-1-1_dansk_HJL_korrektur.html?func=doc.View&nodeId=2264804&docTitle=EN+1995%2D1%2D1+dansk+HJL+korrektur%2Edoc&vernum=0#010000B1#010000B1http://edda.ds.dk/Livelink/llview.exe/EN_1995-1-1_dansk_HJL_korrektur.html?func=doc.View&nodeId=2264804&docTitle=EN+1995%2D1%2D1+dansk+HJL+korrektur%2Edoc&vernum=0#0100007A#0100007Ahttp://edda.ds.dk/Livelink/llview.exe/EN_1995-1-1_dansk_HJL_korrektur.html?func=doc.View&nodeId=2264804&docTitle=EN+1995%2D1%2D1+dansk+HJL+korrektur%2Edoc&vernum=0#01000077#01000077http://edda.ds.dk/Livelink/llview.exe/EN_1995-1-1_dansk_HJL_korrektur.html?func=doc.View&nodeId=2264804&docTitle=EN+1995%2D1%2D1+dansk+HJL+korrektur%2Edoc&vernum=0#01000068#01000068http://edda.ds.dk/Livelink/llview.exe/EN_1995-1-1_dansk_HJL_korrektur.html?func=doc.View&nodeId=2264804&docTitle=EN+1995%2D1%2D1+dansk+HJL+korrektur%2Edoc&vernum=0#0100001A#0100001Ahttp://edda.ds.dk/Livelink/llview.exe/EN_1995-1-1_dansk_HJL_korrektur.html?func=doc.View&nodeId=2264804&docTitle=EN+1995%2D1%2D1+dansk+HJL+korrektur%2Edoc&vernum=0#01000015#01000015http://edda.ds.dk/Livelink/llview.exe/EN_1995-1-1_dansk_HJL_korrektur.html?func=doc.View&nodeId=2264804&docTitle=EN+1995%2D1%2D1+dansk+HJL+korrektur%2Edoc&vernum=0#01000012#01000012

7/29/2019 DS_EN 1995-1-1 DK NA_2011 E

3/12

Page 3 of 12DS/EN 1995-1-1 DK NA:2011

Clarification of requirements formaterials


Prefabricated wall, floor and roofelements


Finger jointed structural timber Complementary informationWood-based panels for structuralroofs, floors and walls


7/29/2019 DS_EN 1995-1-1 DK NA_2011 E

4/12

Page 4 of 12DS/EN 1995-1-1 DK NA:2011

National choices

2.3.1.2(2)P Load-duration classes

Examples of assignment of actions to load-duration classes in Denmark appear from Table 2.2.

Table 2.2 - Examples of load-duration assignment

Load-duration class Examples of loading

Permanent Self-weight

Long-term Silo action

Storage, Category E, see DS/EN 1990

Medium-term Other variable actions

Short-term Snow loads

Variable loads on concrete forms

Variable loads on scaffolding and temporary

structures

Short-term forces due to temperature and mois-

ture exposure

Instantaneous Accidental loads

Wind actions

Impact forces, including impact allowance

Random person loads (concentrated loads) on

roofs and similar loads

Mooring forces from ships

Short-term actions on quays

Braking and acceleration forces

Wave and ice pressures

2.3.1.3(1)P Service classes

Examples of structures assigned to the service classes described in (2)P, (3)P and (4)P: Service class 1

structures in heated buildings where moisture is not added to the air, e.g. dwellings, of-fices and shops.

Service class 2 structures in ventilated, not permanently heated buildings, e.g. weekend cottages, un-

heated garages and storehouses;

ventilated structures protected against precipitation, e.g. ventilated roof structures.
http://edda.ds.dk/Livelink/llview.exe/EN_1995-1-1_dansk_HJL_korrektur.html?func=doc.View&nodeId=2264804&docTitle=EN+1995%2D1%2D1+dansk+HJL+korrektur%2Edoc&vernum=0#01000015#01000015http://edda.ds.dk/Livelink/llview.exe/EN_1995-1-1_dansk_HJL_korrektur.html?func=doc.View&nodeId=2264804&docTitle=EN+1995%2D1%2D1+dansk+HJL+korrektur%2Edoc&vernum=0#01000015#01000015

7/29/2019 DS_EN 1995-1-1 DK NA_2011 E

5/12

Page 5 of 12DS/EN 1995-1-1 DK NA:2011

Service class 3 structures in moist rooms; structures exposed to precipitation or water, including concrete forms and outdoor scaf-

folding;

timber frames for felted roofs if these are not designed in such a way that they may beassigned to Service class 2.

2.4.1 (1)P Design value of material property

Instead of Table 2.3 in EN 1995-1-1, the following is used:

Table 2.3Partial factors (M) for the ultimate limit state for material properties and re-

sistances

Persistent and transient design situations

Glued laminated timber, LVL and panels M = 1,30 3Solid timber M = 1,35 3

Dowel-type fasteners, e.g. nails, screws, bolts, dowels M = 1,35 3

Glued joints, including glued-in bolts M = 1,50 3

Connections made with punched metal plate fasteners M = 1,35 3

Accidental design situation M = 1,00

NOTE See also the complementary (non-contradictory) information.

6.1.7(2) Shear

kcr= 1,0 is applied for all wood materials.

6.4.3(8) Double tapered, curved and pitched cambered beamsExpression (6.55) is used.

7.2(2) Limiting values for deflections of beams

The table below specifies the recommended values. The client may specify other values, higher or

lower.

7/29/2019 DS_EN 1995-1-1 DK NA_2011 E

6/12

Page 6 of 12DS/EN 1995-1-1 DK NA:2011

Table 7.2 Examples of limiting values for deflections of beamsDeflections which normally secure satisfactory deformation conditions for simply supported struc-

tures of service classes 1 and 2. For cantilevered structures, the deflection should be only half of the

values given.

Action winst wfin

Roof structures Self-weight, structures without camber l/400

dwellings and offices Self-weight, structures with camber2) l/250

Characteristic snow loads l/400

Characteristic wind actions l/250

Floor structures

in residential multi-storey buildings Concentrated load 1 kN 1,7 mm

in single family houses Uniformly distributed load 1,5 kN/m2 l/600

1. wfin is calculated according to 2.2.3(5).2. Provided that the camber is at least 80% ofwfin.

7.3.3(2) Vibrations - Residential floors

The recommendation in the note regarding a and b should be followed for residential floors; it is

recommended, however, to use only that part of the curve in Figure 7.2 where a 2 mm/kN. Expe-

rience has shown that satisfactory vibration conditions for conventional timber beams having spans

up to 6 m are achieved when the deflection requirements of Table 7.2 are fulfilled.

For floors within the same dwelling, relaxed vibration requirements may be applied. Experience has

shown that satisfactory vibration conditions for conventional timber beams having spans up to 5 mare achieved when the deflection requirements of Table 7.2 are fulfilled.

8.3.1.2(4) Nailed timber-to-timber connections: Nails in end grainThe alternative in 8.3.1.2(3) may be applied, but not however for smooth nails.

8.3.1.2(7) Nailed timber-to-timber connections: Species sensitive to splitting

Addition:For timber with a moisture content less than 10% at the time of erection, the recommendation in EN

1995-1-1 should be observed.Predrilling may be omitted for wood with a moisture content larger than 10% when d< 5 mm.

9.2.4.1(7) Wall diaphragmsGeneralBoth methods may be applied.

9.2.5.3(1) Bracing of beam or truss systems: Modification factorsThe following Danish modification factors in Table 9.2 for the determination of stiffness and re-

sistance of stabilising structures are recommended:
http://edda.ds.dk/Livelink/llview.exe/EN_1995-1-1_dansk_HJL_korrektur.html?func=doc.View&nodeId=2264804&docTitle=EN+1995%2D1%2D1+dansk+HJL+korrektur%2Edoc&vernum=0#0100010C#0100010Chttp://edda.ds.dk/Livelink/llview.exe/EN_1995-1-1_dansk_HJL_korrektur.html?func=doc.View&nodeId=2264804&docTitle=EN+1995%2D1%2D1+dansk+HJL+korrektur%2Edoc&vernum=0#0100010C#0100010C

7/29/2019 DS_EN 1995-1-1 DK NA_2011 E

7/12

Page 7 of 12DS/EN 1995-1-1 DK NA:2011

Table 9.2

Factor Value

ks 3,0

kf,1 80

kf,2 100

kf,3 50NOTE See also the complementary (non-contradictory) information.

10.9.2(3) Special rules for trusses with punched metal plate fasteners: Maximum bow abow,perm 10 mm.


10.9.2(4) Special rules for trusses with punched metal plate fasteners: Maximum deviation

from true vertical alignmentadev, perm 10 mm.


7/29/2019 DS_EN 1995-1-1 DK NA_2011 E

8/12

Page 8 of 12DS/EN 1995-1-1 DK NA:2011

Complementary (non-conflicting) information

2.4.1 (1)P Design value of material property

The partial factors in Table 2.3 have been determined in accordance with Annex F in EN 1990 DKNA.

M = 1 2 34 where

1 takes into account the type of failure;

2 takes into account the uncertainty related to the design model;

3 takes into account the level of inspection;

4 takes into account the variation of the strength parameter or resistance.

When determining 1, the following types of failure have been assumed:

Glued laminated timber, LVL and panels Warning of failure without re-

serve resistance

Solid timber Warning of failure without re-

serve resistance

Connections with metal fasteners Warning of failure without re-

serve resistance

Glued joints No warning

Connections made with punched metal plate fasten-

ers

Warning of failure without re-

serve resistance

With respect to the determination of 3, factory-made composite members subject to external in-spection such as structural timber elements and prefabricated timber members made with punched

metal plate fasteners may be assigned to the tightened inspection level.

The following values of 3 depending on the level of inspection are used.

Sub-partial factor3

depending on the extent of inspection

Inspection level Tightened Normal Reduced

3 0,95 1,0 1,10

4.2 (2) Resistance to corrosionTable 4.1 (Addition)

Footnote a in Table 4.1 specifies Z275 and Z350 according to EN 10147 as alternatives to Fe/Zn

12C and Fe/Zn 25C, respectively. EN 10147 applies to hot-dip zinc coated steel sheet and pre-

scribes a quantity of zinc taken as the total quantity on both sides of the plates. This is not a suitable

criterion for dowel-type fasteners.

The coating thickness for Z275 and Z 350 can be calculated to be at least 39 m and at least 49 m,

respectively, and for plates coating thicknesses of 20 m and 25 m, respectively, are achieved at

each side of the steel plate. When hot-dip galvanizing dowel-type fasteners, it is recommended to

replace the expression Fe/Zn 12C by a zinc coating thickness of at least 39 m and the expression

7/29/2019 DS_EN 1995-1-1 DK NA_2011 E

9/12

Page 9 of 12DS/EN 1995-1-1 DK NA:2011

Fe/Zn 25C by a zinc coating thickness of at least 49 m, both thickness values being in accordance

with EN ISO 1461.

9.2.2(4) Trusses with punched metal plate fastenersMinimum overlapWhere a punched metal plate fastener is utilized to no more than 80% of its load-bearing capacity,

the requirement for a minimum overlap of one third of the height of the timber member may be dis-

regarded. It shall be verified that the timber is not subject to splitting.

NOTE This guidance is based on the Danish requirements for increased insulation thicknesses and the associated in-

creased timber dimensions.

9.2.5.3 Bracing of beam or truss systems: Modification factorsWhere at least 8 equal, closely spaced solid timber members in compression are supported by close-

ly spaced transverse bracings, e.g. braced by battens, half of the bending stiffness and the bendingstrength of the timber members may be used to resist and transferqd.

For less than 8 members, n/16 of the bending stiffness and the bending strength may be used.

When calculating qd in expression (9.37), the following may be used instead ofn

[]

The accumulated forceFakku in the transverse bracing member supporting n members in compres-

sion may be taken as

[ ]

whereFd is the design stabilising force according to expression (9.35).

10.9.2(3) Special rules for trusses with punched metal plate fasteners: Erection, maximum

bow

For spans l> 5 m, abow,perm may be increased to l/500, with a maximum of 45 mm, where lis the

maximum horizontal dimension and abow is measured in relation to the erection plane aimed at, see

figure 10.9.2 a). The local deflection measured with a 3 m straightedge shall in no place exceed 15

mm.

10.9.2(4) Special rules for trusses with punched metal plate fasteners: Erection, maximum

deviationFor structure heights >1 m, adev,perm may be increased to h/100, with a maximum of 45 mm, where h

is the height of the structure of the vertical plane considered, and adev is measured as the local dif-

ference between the deflection at the top and bottom in this plane, see figure 10.9.2 b). Furthermore,

forl> 14 m the deviation in any point from the erection plane aimed at shall be no more than

adev,perm, see Figure 10.9.2 c).

7/29/2019 DS_EN 1995-1-1 DK NA_2011 E

10/12

Page 10 of 12DS/EN 1995-1-1 DK NA:2011

Figure 10.9.2 - Erection tolerances for trusses with punched metal plate fasteners

Clarification of requirements for materialsIn order to secure continuity until the requirement for CE marking has become mandatory and to

ensure integrity of the Eurocode system, the following products finger-jointed structural timber (prEN 15497) timber elements (prEN 14732-1)

shall be either

CE marked when the transition period begins for the relevant DS/EN standardor

manufactured according to the requirements of Annex ZA of the relevant standard, and themanufacture/product shall be certified to the requirements of Annex ZA. The certification

body and the testing laboratory shall be either notified or accredited for the relevant stand-

ards.

NOTE When the transition period for a European harmonised standard expires, a notified testing or certification body

should be used, depending on the system for attestation of conformity. Danish bodies must fulfil the requirements of

Executive Order No 229 of 31/03/2001 Executive order on the designation and notification of approved bodies for

certification, inspection and testing tasks pursuant to EC Directive on construction products (89/106/EEC) published

by the Danish Enterprise and Construction Authority.

Addition regarding

Prefabricated wall, floor and roof elements

Until the harmonized standard for timber elements is available as an EN for CE marking,prEN

14732-1:2006 Timber structuresPrefabricated wall, floor and roof elementsProduct require-

ments shall be used with the following exceptions, amendments and clarifications as the basis of

certification for the inspection or certification schemes.

7/29/2019 DS_EN 1995-1-1 DK NA_2011 E

11/12

Page 11 of 12DS/EN 1995-1-1 DK NA:2011

Amendments:

clause ZA.2.2 Elements under attestation of conformity system 1 (adhesively bonded elementsand mechanically fixed elements in reaction to fire Classes (A1C)a):

Until EN 14732-1 enters into force at least one FPC inspection shall be carried out per year.

clause ZA.2.3 Elements under attestation of conformity system 2+ (mechanically fixed ele-ments):

Until EN 14732-1 enters into force at least one FPC inspection shall be carried out per year.

Exceptions:The following clauses are replaced by the certificate and marking rules of the inspection or certifi-

cation scheme.

- ZA.2.4 EC Certificate and Declaration of conformity

- ZA.3 CE marking and labelling

Clarification:prEN 14732-1:2006 specifies performance requirements for prefabricated structural (load-bearing)

wall, floor and roof elements consisting of framing members of wood and/or wood based materials

and one or both sided panels or boards connected to the joists by suitable adhesive bonding or me-

chanical fixing. The cavities of the elements may be filled entirely or partially with insulating mate-

rials. The exterior faces of the panels or boards may also be covered with insulation material. This

standard applies to elements which require but do not include an external finishing layer when in-

stalled, such as brickwork or a roof covering. The standard also covers volume elements (boxes,

attics and bays) of prefabricated structural wall, floor and roof elements assembled at the factory.

The standard does not apply to elements incorporation doors, windows and services (cables, water

mains etc.) and their installation.

prEN 14732-1 does not apply to industrially manufactured timber house systems/building kits mar-

keted as buildings and made of pre-designed and prefabricated components intended for production

in series. ETAG 007 Timber Frame Building Kits applies to this type of kit.

Addition regarding

Finger jointed structural timberUntil the harmonized standard for finger jointed structural timber is available as an EN for CE

marking,prEN 15497:2006, Finger jointed structural timberPerformance requirements and min-

imum production requirements shall be used with the following exceptions and amendments as thebasis of certification for the inspection or certification schemes.

Amendments:ZA.2.1 System for attestation of conformity: Until EN 15497 enters into force at least two FPC in-

spections shall be carried out per year.

Exceptions:The following clauses are replaced by the certificate and marking rules of the inspection or certifi-

cation scheme.

- ZA.2.2 EC Certificate and Declaration of conformity

- ZA.3 CE marking and labelling

7/29/2019 DS_EN 1995-1-1 DK NA_2011 E

12/12

Page 12 of 12DS/EN 1995-1-1 DK NA:2011

Addition regarding

Wood-based panels for structural roofs, floors and wallsThe harmonised standardDS/EN 13986:2004 Wood-based panels for use in construction - Charac-

teristics, evaluation of conformity and markingmakes reference to requirements specified inDS/EN12871:2010 Wood-based panels - Performance specifications and requirements for load bearing

boards for use in floors, walls and roofs. These requirements are amended as outlined below.

The modified requirements correspond to the current Danish requirements which are based on the

previous Nordic requirements. They also conform to the recommended requirements which are ex-

pected to become the result of revision of DS/EN 13986 og DS/EN 12871 in progress.

Products already placed on the market may be used when the requirements included in DS/EN

12871:2001 and DS/EN 13986/NA:2007 have been fulfilled.

Roofs and floorsThe requirements specified in DS/EN 12871:2010, clauses 6.1, 6.2 and 6.4, shall be fulfilled with

the following changes:

Expression (5) is not applied. Expression (6) is changed to

Expressions (7)-(10) are changed toRm 6000t/L [N/mm], where tandL are given in mm. Expression (11) is not applied. Expressions (12) and (13) are substituted by:

where M is determined according to normal inspection of material properties (3 = 1), and kmod is

used for the relevant load duration class and service category.

For roofs with inclination , the span may be increased to L in relation to the spanL determinedby testing for horizontal roofs ( = 0):

L =L / cos , but no more than 1,3L.

Panelled wallsThe racking strength of structural and stiffening walls is determined according to DS/EN 1995-1-1

by calculation or testing in accordance with DS/EN 594, using load-bearing boards in conformitywith DS/EN 13986.

NOTE The requirement specified in DS/EN 12871:2010, clause 6.3, is not to be verified, and the

boards need not be marked "Wall".

ds_en 1995-1-1 dk na_2011 e

Documents