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Page 1 of 12 DSEN 1995-1-1 DK NA2011
DSEN 1995-1-1 DK NA2011
National Annex to
Eurocode 5 Design of timber structures ndash
Part 1-1 General - Common rules and rules for buildings _______________________________________________________________________
Foreword
This national annex (NA) is a revision of DSEN 1995-1-1 DK NA2010-05 In addition to minor
editorial changes and a clarification of clause 42 and Table 72 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 DSEN 1995-1-1 DK NA2010-05 and DSEN
13986NA2007
Previous versions addenda and an overview of all National Annexes can be found at
wwweurocodesdk
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 andor complementary information
is given To the extent possible the headingsubject is identical to the heading of the clause but as
references are at a more detailed level that the headings the headingsubject has in several cases
been made more explicit
Page 2 of 12 DSEN 1995-1-1 DK NA2011
Overview of possible national choices and complementary information
The list below identifies the clauses where national choices are possible and the applicablenot 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
2312(2)P Load-duration classes
National choice
2313(1)P Service classes National choice
241(1)P Design value of material prop-
erty
National choice
Complementary information
42 Resistance to corrosion Complementary information
617(2) Shear National choice
643(8) Double tapered curved and
pitched cambered beams
National choice
72(2) Limiting values for deflections of
beams
National choice
733(2) Vibrations - Residential floors National choice
8312(4) Nailed timber-to-timber connec-
tions Nails in end grain
National choice
8312(7) Nailed timber-to-timber connec-
tions Species sensitive to splitting
National choice
922(4) Trusses with punched metal plate
fasteners ndash Minimum overlap
Complementary information
9241(7) Wall diaphragms - General National choice
9253(1) Bracing of beam or truss sys-
tems
National choice
Complementary information
1092(3) Special rules for trusses with
punched metal plate fasteners
Erection maximum bow
National choice
Complementary information
1092(4) Special rules for trusses with
punched metal plate fasteners
Erection maximum deviation
National choice
Complementary information
Annex A Block shear and plug shear failure
at 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)
Page 3 of 12 DSEN 1995-1-1 DK NA2011
Clarification of requirements for
materials
Complementary information
Prefabricated wall floor and roof
elements
Complementary information
Finger jointed structural timber Complementary information
Wood-based panels for structural
roofs floors and walls
Complementary information
Page 4 of 12 DSEN 1995-1-1 DK NA2011
National choices
2312(2)P Load-duration classes
Examples of assignment of actions to load-duration classes in Denmark appear from Table 22
Table 22 - Examples of load-duration assignment
Load-duration class Examples of loading
Permanent Self-weight
Long-term Silo action
Storage Category E see DSEN 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
2313(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 eg dwellings of-
fices and shops
Service class 2
structures in ventilated not permanently heated buildings eg weekend cottages un-
heated garages and storehouses
ventilated structures protected against precipitation eg ventilated roof structures
Page 5 of 12 DSEN 1995-1-1 DK NA2011
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 be
assigned to Service class 2
241 (1)P Design value of material property
Instead of Table 23 in EN 1995-1-1 the following is used
Table 23 ndash Partial factors (γM) for the ultimate limit state for material properties and re-
sistances
Persistent and transient design situations
Glued laminated timber LVL and panels γM = 130 γ3
Solid timber γM = 135 γ3
Dowel-type fasteners eg nails screws bolts dowels γM = 135 γ3
Glued joints including glued-in bolts γM = 150 γ3
Connections made with punched metal plate fasteners γM = 135 γ3
Accidental design situation γM = 100
NOTE See also the complementary (non-contradictory) information
617(2) Shear
kcr = 10 is applied for all wood materials
643(8) Double tapered curved and pitched cambered beams
Expression (655) is used
72(2) Limiting values for deflections of beams
The table below specifies the recommended values The client may specify other values higher or
lower
Page 6 of 12 DSEN 1995-1-1 DK NA2011
Table 72 Examples of limiting values for deflections of beams
Deflections 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 wfin1)
Roof structures Self-weight structures without camber l400
dwellings and offices Self-weight structures with camber 2)
l250
Characteristic snow loads l400
Characteristic wind actions l250
Floor structures
in residential multi-storey buildings Concentrated load 1 kN 17 mm
in single family houses Uniformly distributed load 15 kNm2
l600
1 wfin is calculated according to 223(5)
2 Provided that the camber is at least 80 of wfin
733(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 72 where a 2 mmkN 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 72 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 m
are achieved when the deflection requirements of Table 72 are fulfilled
8312(4) Nailed timber-to-timber connections Nails in end grain
The alternative in 8312(3) may be applied but not however for smooth nails
8312(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 lt 5 mm
9241(7) Wall diaphragms ndash General
Both methods may be applied
9253(1) Bracing of beam or truss systems Modification factors
The following Danish modification factors in Table 92 for the determination of stiffness and re-
sistance of stabilising structures are recommended
Page 7 of 12 DSEN 1995-1-1 DK NA2011
Table 92
Factor Value
ks 30
kf1 80
kf2 100
kf3 50 NOTE See also the complementary (non-contradictory) information
1092(3) Special rules for trusses with punched metal plate fasteners Maximum bow
abowperm le 10 mm
NOTE See also the complementary (non-contradictory) information
1092(4) Special rules for trusses with punched metal plate fasteners Maximum deviation
from true vertical alignment
adev perm le 10 mm
NOTE See also the complementary (non-contradictory) information
Page 8 of 12 DSEN 1995-1-1 DK NA2011
Complementary (non-conflicting) information
241 (1)P Design value of material property The partial factors in Table 23 have been determined in accordance with Annex F in EN 1990 DK
NA
γM = γ1 γ2 γ3 γ4 where
γ1 takes into account the type of failure
γ2 takes into account the uncertainty related to the design model
γ3 takes into account the level of inspection
γ4 takes into account the variation of the strength parameter or resistance
When determining γ1 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 γ3 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 γ3 depending on the level of inspection are used
Sub-partial factor 3 depending on the extent of inspection
Inspection level Tightened Normal Reduced
γ3 095 10 110
42 (2) Resistance to corrosion ndash Table 41 (Addition)
Footnote a in Table 41 specifies Z275 and Z350 according to EN 10147 as alternatives to FeZn
12C and FeZn 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 microm and at least 49 microm
respectively and for plates coating thicknesses of 20 microm and 25 microm respectively are achieved at
each side of the steel plate When hot-dip galvanizing dowel-type fasteners it is recommended to
replace the expression FeZn 12C by a zinc coating thickness of at least 39 μm and the expression
Page 9 of 12 DSEN 1995-1-1 DK NA2011
FeZn 25C by a zinc coating thickness of at least 49 μm both thickness values being in accordance
with EN ISO 1461
922(4) Trusses with punched metal plate fasteners ndash Minimum overlap
Where 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
9253 Bracing of beam or truss systems Modification factors
Where at least 8 equal closely spaced solid timber members in compression are supported by close-
ly spaced transverse bracings eg braced by battens half of the bending stiffness and the bending
strength of the timber members may be used to resist and transfer qd
For less than 8 members n16 of the bending stiffness and the bending strength may be used
When calculating qd in expression (937) the following may be used instead of n
[ radic ]
The accumulated force Fakku in the transverse bracing member supporting n members in compres-
sion may be taken as
[radic ]
where Fd is the design stabilising force according to expression (935)
1092(3) Special rules for trusses with punched metal plate fasteners Erection maximum
bow
For spans l gt 5 m abowperm may be increased to plusmn l500 with a maximum of plusmn 45 mm where l is the
maximum horizontal dimension and abow is measured in relation to the erection plane aimed at see
figure 1092 a) The local deflection measured with a 3 m straightedge shall in no place exceed 15
mm
1092(4) Special rules for trusses with punched metal plate fasteners Erection maximum
deviation
For structure heights gt1 m adevperm may be increased to h100 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 1092 b) Furthermore
for l gt 14 m the deviation in any point from the erection plane aimed at shall be no more than
adevperm see Figure 1092 c)
Page 10 of 12 DSEN 1995-1-1 DK NA2011
Figure 1092 - Erection tolerances for trusses with punched metal plate fasteners
Clarification of requirements for materials
In 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 DSEN standard
or
manufactured according to the requirements of Annex ZA of the relevant standard and the
manufactureproduct 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 31032001 rsquoExecutive order on the designation and notification of approved bodies for
certification inspection and testing tasks pursuant to EC Directive on construction products (89106EEC)rsquo 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
14732-12006 Timber structures mdash Prefabricated wall floor and roof elements ndash Product require-
ments shall be used with the following exceptions amendments and clarifications as the basis of
certification for the inspection or certification schemes
Page 11 of 12 DSEN 1995-1-1 DK NA2011
Amendments
clause ZA22 Elements under attestation of conformity system 1 (adhesively bonded elements
and mechanically fixed elements in reaction to fire Classes (A1 ndash C)a)
Until EN 14732-1 enters into force at least one FPC inspection shall be carried out per year
clause ZA23 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
- ZA24 EC Certificate and Declaration of conformity
- ZA3 CE marking and labelling
Clarification
prEN 14732-12006 specifies performance requirements for prefabricated structural (load-bearing)
wall floor and roof elements consisting of framing members of wood andor 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 systemsbuilding kits mar-
keted as buildings and made of pre-designed and prefabricated components intended for production
in series ETAG 007 rdquoTimber Frame Building Kitsrdquo applies to this type of kit
Addition regarding
Finger jointed structural timber
Until the harmonized standard for finger jointed structural timber is available as an EN for CE
marking prEN 154972006 Finger jointed structural timber ndash Performance requirements and min-
imum production requirements shall be used with the following exceptions and amendments as the
basis of certification for the inspection or certification schemes
Amendments
ZA21 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
- ZA22 EC Certificate and Declaration of conformity
- ZA3 CE marking and labelling
Page 12 of 12 DSEN 1995-1-1 DK NA2011
Addition regarding
Wood-based panels for structural roofs floors and walls
The harmonised standard DSEN 139862004 Wood-based panels for use in construction - Charac-
teristics evaluation of conformity and marking makes reference to requirements specified in DSEN
128712010 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 DSEN 13986 og DSEN 12871 in progress
Products already placed on the market may be used when the requirements included in DSEN
128712001 and DSEN 13986NA2007 have been fulfilled
Roofs and floors
The requirements specified in DSEN 128712010 clauses 61 62 and 64 shall be fulfilled with
the following changes
Expression (5) is not applied
Expression (6) is changed to
Expressions (7)-(10) are changed to Rm ge 6000tL [Nmm] where t and L are given in mm
Expression (11) is not applied
Expressions (12) and (13) are substituted by
where γM is determined according to normal inspection of material properties (γ3 = 1) and kmod is
used for the relevant load duration class and service category
For roofs with inclination α the span may be increased to L in relation to the span L determined
by testing for horizontal roofs (α = 0)
Lα = L cos α but no more than 13L
Panelled walls
The racking strength of structural and stiffening walls is determined according to DSEN 1995-1-1
by calculation or testing in accordance with DSEN 594 using load-bearing boards in conformity
with DSEN 13986
NOTE The requirement specified in DSEN 128712010 clause 63 is not to be verified and the
boards need not be marked Wall
Page 2 of 12 DSEN 1995-1-1 DK NA2011
Overview of possible national choices and complementary information
The list below identifies the clauses where national choices are possible and the applicablenot 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
2312(2)P Load-duration classes
National choice
2313(1)P Service classes National choice
241(1)P Design value of material prop-
erty
National choice
Complementary information
42 Resistance to corrosion Complementary information
617(2) Shear National choice
643(8) Double tapered curved and
pitched cambered beams
National choice
72(2) Limiting values for deflections of
beams
National choice
733(2) Vibrations - Residential floors National choice
8312(4) Nailed timber-to-timber connec-
tions Nails in end grain
National choice
8312(7) Nailed timber-to-timber connec-
tions Species sensitive to splitting
National choice
922(4) Trusses with punched metal plate
fasteners ndash Minimum overlap
Complementary information
9241(7) Wall diaphragms - General National choice
9253(1) Bracing of beam or truss sys-
tems
National choice
Complementary information
1092(3) Special rules for trusses with
punched metal plate fasteners
Erection maximum bow
National choice
Complementary information
1092(4) Special rules for trusses with
punched metal plate fasteners
Erection maximum deviation
National choice
Complementary information
Annex A Block shear and plug shear failure
at 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)
Page 3 of 12 DSEN 1995-1-1 DK NA2011
Clarification of requirements for
materials
Complementary information
Prefabricated wall floor and roof
elements
Complementary information
Finger jointed structural timber Complementary information
Wood-based panels for structural
roofs floors and walls
Complementary information
Page 4 of 12 DSEN 1995-1-1 DK NA2011
National choices
2312(2)P Load-duration classes
Examples of assignment of actions to load-duration classes in Denmark appear from Table 22
Table 22 - Examples of load-duration assignment
Load-duration class Examples of loading
Permanent Self-weight
Long-term Silo action
Storage Category E see DSEN 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
2313(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 eg dwellings of-
fices and shops
Service class 2
structures in ventilated not permanently heated buildings eg weekend cottages un-
heated garages and storehouses
ventilated structures protected against precipitation eg ventilated roof structures
Page 5 of 12 DSEN 1995-1-1 DK NA2011
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 be
assigned to Service class 2
241 (1)P Design value of material property
Instead of Table 23 in EN 1995-1-1 the following is used
Table 23 ndash Partial factors (γM) for the ultimate limit state for material properties and re-
sistances
Persistent and transient design situations
Glued laminated timber LVL and panels γM = 130 γ3
Solid timber γM = 135 γ3
Dowel-type fasteners eg nails screws bolts dowels γM = 135 γ3
Glued joints including glued-in bolts γM = 150 γ3
Connections made with punched metal plate fasteners γM = 135 γ3
Accidental design situation γM = 100
NOTE See also the complementary (non-contradictory) information
617(2) Shear
kcr = 10 is applied for all wood materials
643(8) Double tapered curved and pitched cambered beams
Expression (655) is used
72(2) Limiting values for deflections of beams
The table below specifies the recommended values The client may specify other values higher or
lower
Page 6 of 12 DSEN 1995-1-1 DK NA2011
Table 72 Examples of limiting values for deflections of beams
Deflections 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 wfin1)
Roof structures Self-weight structures without camber l400
dwellings and offices Self-weight structures with camber 2)
l250
Characteristic snow loads l400
Characteristic wind actions l250
Floor structures
in residential multi-storey buildings Concentrated load 1 kN 17 mm
in single family houses Uniformly distributed load 15 kNm2
l600
1 wfin is calculated according to 223(5)
2 Provided that the camber is at least 80 of wfin
733(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 72 where a 2 mmkN 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 72 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 m
are achieved when the deflection requirements of Table 72 are fulfilled
8312(4) Nailed timber-to-timber connections Nails in end grain
The alternative in 8312(3) may be applied but not however for smooth nails
8312(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 lt 5 mm
9241(7) Wall diaphragms ndash General
Both methods may be applied
9253(1) Bracing of beam or truss systems Modification factors
The following Danish modification factors in Table 92 for the determination of stiffness and re-
sistance of stabilising structures are recommended
Page 7 of 12 DSEN 1995-1-1 DK NA2011
Table 92
Factor Value
ks 30
kf1 80
kf2 100
kf3 50 NOTE See also the complementary (non-contradictory) information
1092(3) Special rules for trusses with punched metal plate fasteners Maximum bow
abowperm le 10 mm
NOTE See also the complementary (non-contradictory) information
1092(4) Special rules for trusses with punched metal plate fasteners Maximum deviation
from true vertical alignment
adev perm le 10 mm
NOTE See also the complementary (non-contradictory) information
Page 8 of 12 DSEN 1995-1-1 DK NA2011
Complementary (non-conflicting) information
241 (1)P Design value of material property The partial factors in Table 23 have been determined in accordance with Annex F in EN 1990 DK
NA
γM = γ1 γ2 γ3 γ4 where
γ1 takes into account the type of failure
γ2 takes into account the uncertainty related to the design model
γ3 takes into account the level of inspection
γ4 takes into account the variation of the strength parameter or resistance
When determining γ1 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 γ3 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 γ3 depending on the level of inspection are used
Sub-partial factor 3 depending on the extent of inspection
Inspection level Tightened Normal Reduced
γ3 095 10 110
42 (2) Resistance to corrosion ndash Table 41 (Addition)
Footnote a in Table 41 specifies Z275 and Z350 according to EN 10147 as alternatives to FeZn
12C and FeZn 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 microm and at least 49 microm
respectively and for plates coating thicknesses of 20 microm and 25 microm respectively are achieved at
each side of the steel plate When hot-dip galvanizing dowel-type fasteners it is recommended to
replace the expression FeZn 12C by a zinc coating thickness of at least 39 μm and the expression
Page 9 of 12 DSEN 1995-1-1 DK NA2011
FeZn 25C by a zinc coating thickness of at least 49 μm both thickness values being in accordance
with EN ISO 1461
922(4) Trusses with punched metal plate fasteners ndash Minimum overlap
Where 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
9253 Bracing of beam or truss systems Modification factors
Where at least 8 equal closely spaced solid timber members in compression are supported by close-
ly spaced transverse bracings eg braced by battens half of the bending stiffness and the bending
strength of the timber members may be used to resist and transfer qd
For less than 8 members n16 of the bending stiffness and the bending strength may be used
When calculating qd in expression (937) the following may be used instead of n
[ radic ]
The accumulated force Fakku in the transverse bracing member supporting n members in compres-
sion may be taken as
[radic ]
where Fd is the design stabilising force according to expression (935)
1092(3) Special rules for trusses with punched metal plate fasteners Erection maximum
bow
For spans l gt 5 m abowperm may be increased to plusmn l500 with a maximum of plusmn 45 mm where l is the
maximum horizontal dimension and abow is measured in relation to the erection plane aimed at see
figure 1092 a) The local deflection measured with a 3 m straightedge shall in no place exceed 15
mm
1092(4) Special rules for trusses with punched metal plate fasteners Erection maximum
deviation
For structure heights gt1 m adevperm may be increased to h100 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 1092 b) Furthermore
for l gt 14 m the deviation in any point from the erection plane aimed at shall be no more than
adevperm see Figure 1092 c)
Page 10 of 12 DSEN 1995-1-1 DK NA2011
Figure 1092 - Erection tolerances for trusses with punched metal plate fasteners
Clarification of requirements for materials
In 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 DSEN standard
or
manufactured according to the requirements of Annex ZA of the relevant standard and the
manufactureproduct 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 31032001 rsquoExecutive order on the designation and notification of approved bodies for
certification inspection and testing tasks pursuant to EC Directive on construction products (89106EEC)rsquo 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
14732-12006 Timber structures mdash Prefabricated wall floor and roof elements ndash Product require-
ments shall be used with the following exceptions amendments and clarifications as the basis of
certification for the inspection or certification schemes
Page 11 of 12 DSEN 1995-1-1 DK NA2011
Amendments
clause ZA22 Elements under attestation of conformity system 1 (adhesively bonded elements
and mechanically fixed elements in reaction to fire Classes (A1 ndash C)a)
Until EN 14732-1 enters into force at least one FPC inspection shall be carried out per year
clause ZA23 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
- ZA24 EC Certificate and Declaration of conformity
- ZA3 CE marking and labelling
Clarification
prEN 14732-12006 specifies performance requirements for prefabricated structural (load-bearing)
wall floor and roof elements consisting of framing members of wood andor 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 systemsbuilding kits mar-
keted as buildings and made of pre-designed and prefabricated components intended for production
in series ETAG 007 rdquoTimber Frame Building Kitsrdquo applies to this type of kit
Addition regarding
Finger jointed structural timber
Until the harmonized standard for finger jointed structural timber is available as an EN for CE
marking prEN 154972006 Finger jointed structural timber ndash Performance requirements and min-
imum production requirements shall be used with the following exceptions and amendments as the
basis of certification for the inspection or certification schemes
Amendments
ZA21 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
- ZA22 EC Certificate and Declaration of conformity
- ZA3 CE marking and labelling
Page 12 of 12 DSEN 1995-1-1 DK NA2011
Addition regarding
Wood-based panels for structural roofs floors and walls
The harmonised standard DSEN 139862004 Wood-based panels for use in construction - Charac-
teristics evaluation of conformity and marking makes reference to requirements specified in DSEN
128712010 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 DSEN 13986 og DSEN 12871 in progress
Products already placed on the market may be used when the requirements included in DSEN
128712001 and DSEN 13986NA2007 have been fulfilled
Roofs and floors
The requirements specified in DSEN 128712010 clauses 61 62 and 64 shall be fulfilled with
the following changes
Expression (5) is not applied
Expression (6) is changed to
Expressions (7)-(10) are changed to Rm ge 6000tL [Nmm] where t and L are given in mm
Expression (11) is not applied
Expressions (12) and (13) are substituted by
where γM is determined according to normal inspection of material properties (γ3 = 1) and kmod is
used for the relevant load duration class and service category
For roofs with inclination α the span may be increased to L in relation to the span L determined
by testing for horizontal roofs (α = 0)
Lα = L cos α but no more than 13L
Panelled walls
The racking strength of structural and stiffening walls is determined according to DSEN 1995-1-1
by calculation or testing in accordance with DSEN 594 using load-bearing boards in conformity
with DSEN 13986
NOTE The requirement specified in DSEN 128712010 clause 63 is not to be verified and the
boards need not be marked Wall
Page 3 of 12 DSEN 1995-1-1 DK NA2011
Clarification of requirements for
materials
Complementary information
Prefabricated wall floor and roof
elements
Complementary information
Finger jointed structural timber Complementary information
Wood-based panels for structural
roofs floors and walls
Complementary information
Page 4 of 12 DSEN 1995-1-1 DK NA2011
National choices
2312(2)P Load-duration classes
Examples of assignment of actions to load-duration classes in Denmark appear from Table 22
Table 22 - Examples of load-duration assignment
Load-duration class Examples of loading
Permanent Self-weight
Long-term Silo action
Storage Category E see DSEN 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
2313(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 eg dwellings of-
fices and shops
Service class 2
structures in ventilated not permanently heated buildings eg weekend cottages un-
heated garages and storehouses
ventilated structures protected against precipitation eg ventilated roof structures
Page 5 of 12 DSEN 1995-1-1 DK NA2011
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 be
assigned to Service class 2
241 (1)P Design value of material property
Instead of Table 23 in EN 1995-1-1 the following is used
Table 23 ndash Partial factors (γM) for the ultimate limit state for material properties and re-
sistances
Persistent and transient design situations
Glued laminated timber LVL and panels γM = 130 γ3
Solid timber γM = 135 γ3
Dowel-type fasteners eg nails screws bolts dowels γM = 135 γ3
Glued joints including glued-in bolts γM = 150 γ3
Connections made with punched metal plate fasteners γM = 135 γ3
Accidental design situation γM = 100
NOTE See also the complementary (non-contradictory) information
617(2) Shear
kcr = 10 is applied for all wood materials
643(8) Double tapered curved and pitched cambered beams
Expression (655) is used
72(2) Limiting values for deflections of beams
The table below specifies the recommended values The client may specify other values higher or
lower
Page 6 of 12 DSEN 1995-1-1 DK NA2011
Table 72 Examples of limiting values for deflections of beams
Deflections 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 wfin1)
Roof structures Self-weight structures without camber l400
dwellings and offices Self-weight structures with camber 2)
l250
Characteristic snow loads l400
Characteristic wind actions l250
Floor structures
in residential multi-storey buildings Concentrated load 1 kN 17 mm
in single family houses Uniformly distributed load 15 kNm2
l600
1 wfin is calculated according to 223(5)
2 Provided that the camber is at least 80 of wfin
733(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 72 where a 2 mmkN 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 72 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 m
are achieved when the deflection requirements of Table 72 are fulfilled
8312(4) Nailed timber-to-timber connections Nails in end grain
The alternative in 8312(3) may be applied but not however for smooth nails
8312(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 lt 5 mm
9241(7) Wall diaphragms ndash General
Both methods may be applied
9253(1) Bracing of beam or truss systems Modification factors
The following Danish modification factors in Table 92 for the determination of stiffness and re-
sistance of stabilising structures are recommended
Page 7 of 12 DSEN 1995-1-1 DK NA2011
Table 92
Factor Value
ks 30
kf1 80
kf2 100
kf3 50 NOTE See also the complementary (non-contradictory) information
1092(3) Special rules for trusses with punched metal plate fasteners Maximum bow
abowperm le 10 mm
NOTE See also the complementary (non-contradictory) information
1092(4) Special rules for trusses with punched metal plate fasteners Maximum deviation
from true vertical alignment
adev perm le 10 mm
NOTE See also the complementary (non-contradictory) information
Page 8 of 12 DSEN 1995-1-1 DK NA2011
Complementary (non-conflicting) information
241 (1)P Design value of material property The partial factors in Table 23 have been determined in accordance with Annex F in EN 1990 DK
NA
γM = γ1 γ2 γ3 γ4 where
γ1 takes into account the type of failure
γ2 takes into account the uncertainty related to the design model
γ3 takes into account the level of inspection
γ4 takes into account the variation of the strength parameter or resistance
When determining γ1 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 γ3 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 γ3 depending on the level of inspection are used
Sub-partial factor 3 depending on the extent of inspection
Inspection level Tightened Normal Reduced
γ3 095 10 110
42 (2) Resistance to corrosion ndash Table 41 (Addition)
Footnote a in Table 41 specifies Z275 and Z350 according to EN 10147 as alternatives to FeZn
12C and FeZn 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 microm and at least 49 microm
respectively and for plates coating thicknesses of 20 microm and 25 microm respectively are achieved at
each side of the steel plate When hot-dip galvanizing dowel-type fasteners it is recommended to
replace the expression FeZn 12C by a zinc coating thickness of at least 39 μm and the expression
Page 9 of 12 DSEN 1995-1-1 DK NA2011
FeZn 25C by a zinc coating thickness of at least 49 μm both thickness values being in accordance
with EN ISO 1461
922(4) Trusses with punched metal plate fasteners ndash Minimum overlap
Where 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
9253 Bracing of beam or truss systems Modification factors
Where at least 8 equal closely spaced solid timber members in compression are supported by close-
ly spaced transverse bracings eg braced by battens half of the bending stiffness and the bending
strength of the timber members may be used to resist and transfer qd
For less than 8 members n16 of the bending stiffness and the bending strength may be used
When calculating qd in expression (937) the following may be used instead of n
[ radic ]
The accumulated force Fakku in the transverse bracing member supporting n members in compres-
sion may be taken as
[radic ]
where Fd is the design stabilising force according to expression (935)
1092(3) Special rules for trusses with punched metal plate fasteners Erection maximum
bow
For spans l gt 5 m abowperm may be increased to plusmn l500 with a maximum of plusmn 45 mm where l is the
maximum horizontal dimension and abow is measured in relation to the erection plane aimed at see
figure 1092 a) The local deflection measured with a 3 m straightedge shall in no place exceed 15
mm
1092(4) Special rules for trusses with punched metal plate fasteners Erection maximum
deviation
For structure heights gt1 m adevperm may be increased to h100 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 1092 b) Furthermore
for l gt 14 m the deviation in any point from the erection plane aimed at shall be no more than
adevperm see Figure 1092 c)
Page 10 of 12 DSEN 1995-1-1 DK NA2011
Figure 1092 - Erection tolerances for trusses with punched metal plate fasteners
Clarification of requirements for materials
In 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 DSEN standard
or
manufactured according to the requirements of Annex ZA of the relevant standard and the
manufactureproduct 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 31032001 rsquoExecutive order on the designation and notification of approved bodies for
certification inspection and testing tasks pursuant to EC Directive on construction products (89106EEC)rsquo 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
14732-12006 Timber structures mdash Prefabricated wall floor and roof elements ndash Product require-
ments shall be used with the following exceptions amendments and clarifications as the basis of
certification for the inspection or certification schemes
Page 11 of 12 DSEN 1995-1-1 DK NA2011
Amendments
clause ZA22 Elements under attestation of conformity system 1 (adhesively bonded elements
and mechanically fixed elements in reaction to fire Classes (A1 ndash C)a)
Until EN 14732-1 enters into force at least one FPC inspection shall be carried out per year
clause ZA23 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
- ZA24 EC Certificate and Declaration of conformity
- ZA3 CE marking and labelling
Clarification
prEN 14732-12006 specifies performance requirements for prefabricated structural (load-bearing)
wall floor and roof elements consisting of framing members of wood andor 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 systemsbuilding kits mar-
keted as buildings and made of pre-designed and prefabricated components intended for production
in series ETAG 007 rdquoTimber Frame Building Kitsrdquo applies to this type of kit
Addition regarding
Finger jointed structural timber
Until the harmonized standard for finger jointed structural timber is available as an EN for CE
marking prEN 154972006 Finger jointed structural timber ndash Performance requirements and min-
imum production requirements shall be used with the following exceptions and amendments as the
basis of certification for the inspection or certification schemes
Amendments
ZA21 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
- ZA22 EC Certificate and Declaration of conformity
- ZA3 CE marking and labelling
Page 12 of 12 DSEN 1995-1-1 DK NA2011
Addition regarding
Wood-based panels for structural roofs floors and walls
The harmonised standard DSEN 139862004 Wood-based panels for use in construction - Charac-
teristics evaluation of conformity and marking makes reference to requirements specified in DSEN
128712010 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 DSEN 13986 og DSEN 12871 in progress
Products already placed on the market may be used when the requirements included in DSEN
128712001 and DSEN 13986NA2007 have been fulfilled
Roofs and floors
The requirements specified in DSEN 128712010 clauses 61 62 and 64 shall be fulfilled with
the following changes
Expression (5) is not applied
Expression (6) is changed to
Expressions (7)-(10) are changed to Rm ge 6000tL [Nmm] where t and L are given in mm
Expression (11) is not applied
Expressions (12) and (13) are substituted by
where γM is determined according to normal inspection of material properties (γ3 = 1) and kmod is
used for the relevant load duration class and service category
For roofs with inclination α the span may be increased to L in relation to the span L determined
by testing for horizontal roofs (α = 0)
Lα = L cos α but no more than 13L
Panelled walls
The racking strength of structural and stiffening walls is determined according to DSEN 1995-1-1
by calculation or testing in accordance with DSEN 594 using load-bearing boards in conformity
with DSEN 13986
NOTE The requirement specified in DSEN 128712010 clause 63 is not to be verified and the
boards need not be marked Wall
Page 4 of 12 DSEN 1995-1-1 DK NA2011
National choices
2312(2)P Load-duration classes
Examples of assignment of actions to load-duration classes in Denmark appear from Table 22
Table 22 - Examples of load-duration assignment
Load-duration class Examples of loading
Permanent Self-weight
Long-term Silo action
Storage Category E see DSEN 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
2313(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 eg dwellings of-
fices and shops
Service class 2
structures in ventilated not permanently heated buildings eg weekend cottages un-
heated garages and storehouses
ventilated structures protected against precipitation eg ventilated roof structures
Page 5 of 12 DSEN 1995-1-1 DK NA2011
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 be
assigned to Service class 2
241 (1)P Design value of material property
Instead of Table 23 in EN 1995-1-1 the following is used
Table 23 ndash Partial factors (γM) for the ultimate limit state for material properties and re-
sistances
Persistent and transient design situations
Glued laminated timber LVL and panels γM = 130 γ3
Solid timber γM = 135 γ3
Dowel-type fasteners eg nails screws bolts dowels γM = 135 γ3
Glued joints including glued-in bolts γM = 150 γ3
Connections made with punched metal plate fasteners γM = 135 γ3
Accidental design situation γM = 100
NOTE See also the complementary (non-contradictory) information
617(2) Shear
kcr = 10 is applied for all wood materials
643(8) Double tapered curved and pitched cambered beams
Expression (655) is used
72(2) Limiting values for deflections of beams
The table below specifies the recommended values The client may specify other values higher or
lower
Page 6 of 12 DSEN 1995-1-1 DK NA2011
Table 72 Examples of limiting values for deflections of beams
Deflections 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 wfin1)
Roof structures Self-weight structures without camber l400
dwellings and offices Self-weight structures with camber 2)
l250
Characteristic snow loads l400
Characteristic wind actions l250
Floor structures
in residential multi-storey buildings Concentrated load 1 kN 17 mm
in single family houses Uniformly distributed load 15 kNm2
l600
1 wfin is calculated according to 223(5)
2 Provided that the camber is at least 80 of wfin
733(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 72 where a 2 mmkN 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 72 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 m
are achieved when the deflection requirements of Table 72 are fulfilled
8312(4) Nailed timber-to-timber connections Nails in end grain
The alternative in 8312(3) may be applied but not however for smooth nails
8312(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 lt 5 mm
9241(7) Wall diaphragms ndash General
Both methods may be applied
9253(1) Bracing of beam or truss systems Modification factors
The following Danish modification factors in Table 92 for the determination of stiffness and re-
sistance of stabilising structures are recommended
Page 7 of 12 DSEN 1995-1-1 DK NA2011
Table 92
Factor Value
ks 30
kf1 80
kf2 100
kf3 50 NOTE See also the complementary (non-contradictory) information
1092(3) Special rules for trusses with punched metal plate fasteners Maximum bow
abowperm le 10 mm
NOTE See also the complementary (non-contradictory) information
1092(4) Special rules for trusses with punched metal plate fasteners Maximum deviation
from true vertical alignment
adev perm le 10 mm
NOTE See also the complementary (non-contradictory) information
Page 8 of 12 DSEN 1995-1-1 DK NA2011
Complementary (non-conflicting) information
241 (1)P Design value of material property The partial factors in Table 23 have been determined in accordance with Annex F in EN 1990 DK
NA
γM = γ1 γ2 γ3 γ4 where
γ1 takes into account the type of failure
γ2 takes into account the uncertainty related to the design model
γ3 takes into account the level of inspection
γ4 takes into account the variation of the strength parameter or resistance
When determining γ1 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 γ3 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 γ3 depending on the level of inspection are used
Sub-partial factor 3 depending on the extent of inspection
Inspection level Tightened Normal Reduced
γ3 095 10 110
42 (2) Resistance to corrosion ndash Table 41 (Addition)
Footnote a in Table 41 specifies Z275 and Z350 according to EN 10147 as alternatives to FeZn
12C and FeZn 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 microm and at least 49 microm
respectively and for plates coating thicknesses of 20 microm and 25 microm respectively are achieved at
each side of the steel plate When hot-dip galvanizing dowel-type fasteners it is recommended to
replace the expression FeZn 12C by a zinc coating thickness of at least 39 μm and the expression
Page 9 of 12 DSEN 1995-1-1 DK NA2011
FeZn 25C by a zinc coating thickness of at least 49 μm both thickness values being in accordance
with EN ISO 1461
922(4) Trusses with punched metal plate fasteners ndash Minimum overlap
Where 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
9253 Bracing of beam or truss systems Modification factors
Where at least 8 equal closely spaced solid timber members in compression are supported by close-
ly spaced transverse bracings eg braced by battens half of the bending stiffness and the bending
strength of the timber members may be used to resist and transfer qd
For less than 8 members n16 of the bending stiffness and the bending strength may be used
When calculating qd in expression (937) the following may be used instead of n
[ radic ]
The accumulated force Fakku in the transverse bracing member supporting n members in compres-
sion may be taken as
[radic ]
where Fd is the design stabilising force according to expression (935)
1092(3) Special rules for trusses with punched metal plate fasteners Erection maximum
bow
For spans l gt 5 m abowperm may be increased to plusmn l500 with a maximum of plusmn 45 mm where l is the
maximum horizontal dimension and abow is measured in relation to the erection plane aimed at see
figure 1092 a) The local deflection measured with a 3 m straightedge shall in no place exceed 15
mm
1092(4) Special rules for trusses with punched metal plate fasteners Erection maximum
deviation
For structure heights gt1 m adevperm may be increased to h100 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 1092 b) Furthermore
for l gt 14 m the deviation in any point from the erection plane aimed at shall be no more than
adevperm see Figure 1092 c)
Page 10 of 12 DSEN 1995-1-1 DK NA2011
Figure 1092 - Erection tolerances for trusses with punched metal plate fasteners
Clarification of requirements for materials
In 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 DSEN standard
or
manufactured according to the requirements of Annex ZA of the relevant standard and the
manufactureproduct 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 31032001 rsquoExecutive order on the designation and notification of approved bodies for
certification inspection and testing tasks pursuant to EC Directive on construction products (89106EEC)rsquo 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
14732-12006 Timber structures mdash Prefabricated wall floor and roof elements ndash Product require-
ments shall be used with the following exceptions amendments and clarifications as the basis of
certification for the inspection or certification schemes
Page 11 of 12 DSEN 1995-1-1 DK NA2011
Amendments
clause ZA22 Elements under attestation of conformity system 1 (adhesively bonded elements
and mechanically fixed elements in reaction to fire Classes (A1 ndash C)a)
Until EN 14732-1 enters into force at least one FPC inspection shall be carried out per year
clause ZA23 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
- ZA24 EC Certificate and Declaration of conformity
- ZA3 CE marking and labelling
Clarification
prEN 14732-12006 specifies performance requirements for prefabricated structural (load-bearing)
wall floor and roof elements consisting of framing members of wood andor 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 systemsbuilding kits mar-
keted as buildings and made of pre-designed and prefabricated components intended for production
in series ETAG 007 rdquoTimber Frame Building Kitsrdquo applies to this type of kit
Addition regarding
Finger jointed structural timber
Until the harmonized standard for finger jointed structural timber is available as an EN for CE
marking prEN 154972006 Finger jointed structural timber ndash Performance requirements and min-
imum production requirements shall be used with the following exceptions and amendments as the
basis of certification for the inspection or certification schemes
Amendments
ZA21 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
- ZA22 EC Certificate and Declaration of conformity
- ZA3 CE marking and labelling
Page 12 of 12 DSEN 1995-1-1 DK NA2011
Addition regarding
Wood-based panels for structural roofs floors and walls
The harmonised standard DSEN 139862004 Wood-based panels for use in construction - Charac-
teristics evaluation of conformity and marking makes reference to requirements specified in DSEN
128712010 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 DSEN 13986 og DSEN 12871 in progress
Products already placed on the market may be used when the requirements included in DSEN
128712001 and DSEN 13986NA2007 have been fulfilled
Roofs and floors
The requirements specified in DSEN 128712010 clauses 61 62 and 64 shall be fulfilled with
the following changes
Expression (5) is not applied
Expression (6) is changed to
Expressions (7)-(10) are changed to Rm ge 6000tL [Nmm] where t and L are given in mm
Expression (11) is not applied
Expressions (12) and (13) are substituted by
where γM is determined according to normal inspection of material properties (γ3 = 1) and kmod is
used for the relevant load duration class and service category
For roofs with inclination α the span may be increased to L in relation to the span L determined
by testing for horizontal roofs (α = 0)
Lα = L cos α but no more than 13L
Panelled walls
The racking strength of structural and stiffening walls is determined according to DSEN 1995-1-1
by calculation or testing in accordance with DSEN 594 using load-bearing boards in conformity
with DSEN 13986
NOTE The requirement specified in DSEN 128712010 clause 63 is not to be verified and the
boards need not be marked Wall
Page 5 of 12 DSEN 1995-1-1 DK NA2011
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 be
assigned to Service class 2
241 (1)P Design value of material property
Instead of Table 23 in EN 1995-1-1 the following is used
Table 23 ndash Partial factors (γM) for the ultimate limit state for material properties and re-
sistances
Persistent and transient design situations
Glued laminated timber LVL and panels γM = 130 γ3
Solid timber γM = 135 γ3
Dowel-type fasteners eg nails screws bolts dowels γM = 135 γ3
Glued joints including glued-in bolts γM = 150 γ3
Connections made with punched metal plate fasteners γM = 135 γ3
Accidental design situation γM = 100
NOTE See also the complementary (non-contradictory) information
617(2) Shear
kcr = 10 is applied for all wood materials
643(8) Double tapered curved and pitched cambered beams
Expression (655) is used
72(2) Limiting values for deflections of beams
The table below specifies the recommended values The client may specify other values higher or
lower
Page 6 of 12 DSEN 1995-1-1 DK NA2011
Table 72 Examples of limiting values for deflections of beams
Deflections 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 wfin1)
Roof structures Self-weight structures without camber l400
dwellings and offices Self-weight structures with camber 2)
l250
Characteristic snow loads l400
Characteristic wind actions l250
Floor structures
in residential multi-storey buildings Concentrated load 1 kN 17 mm
in single family houses Uniformly distributed load 15 kNm2
l600
1 wfin is calculated according to 223(5)
2 Provided that the camber is at least 80 of wfin
733(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 72 where a 2 mmkN 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 72 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 m
are achieved when the deflection requirements of Table 72 are fulfilled
8312(4) Nailed timber-to-timber connections Nails in end grain
The alternative in 8312(3) may be applied but not however for smooth nails
8312(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 lt 5 mm
9241(7) Wall diaphragms ndash General
Both methods may be applied
9253(1) Bracing of beam or truss systems Modification factors
The following Danish modification factors in Table 92 for the determination of stiffness and re-
sistance of stabilising structures are recommended
Page 7 of 12 DSEN 1995-1-1 DK NA2011
Table 92
Factor Value
ks 30
kf1 80
kf2 100
kf3 50 NOTE See also the complementary (non-contradictory) information
1092(3) Special rules for trusses with punched metal plate fasteners Maximum bow
abowperm le 10 mm
NOTE See also the complementary (non-contradictory) information
1092(4) Special rules for trusses with punched metal plate fasteners Maximum deviation
from true vertical alignment
adev perm le 10 mm
NOTE See also the complementary (non-contradictory) information
Page 8 of 12 DSEN 1995-1-1 DK NA2011
Complementary (non-conflicting) information
241 (1)P Design value of material property The partial factors in Table 23 have been determined in accordance with Annex F in EN 1990 DK
NA
γM = γ1 γ2 γ3 γ4 where
γ1 takes into account the type of failure
γ2 takes into account the uncertainty related to the design model
γ3 takes into account the level of inspection
γ4 takes into account the variation of the strength parameter or resistance
When determining γ1 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 γ3 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 γ3 depending on the level of inspection are used
Sub-partial factor 3 depending on the extent of inspection
Inspection level Tightened Normal Reduced
γ3 095 10 110
42 (2) Resistance to corrosion ndash Table 41 (Addition)
Footnote a in Table 41 specifies Z275 and Z350 according to EN 10147 as alternatives to FeZn
12C and FeZn 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 microm and at least 49 microm
respectively and for plates coating thicknesses of 20 microm and 25 microm respectively are achieved at
each side of the steel plate When hot-dip galvanizing dowel-type fasteners it is recommended to
replace the expression FeZn 12C by a zinc coating thickness of at least 39 μm and the expression
Page 9 of 12 DSEN 1995-1-1 DK NA2011
FeZn 25C by a zinc coating thickness of at least 49 μm both thickness values being in accordance
with EN ISO 1461
922(4) Trusses with punched metal plate fasteners ndash Minimum overlap
Where 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
9253 Bracing of beam or truss systems Modification factors
Where at least 8 equal closely spaced solid timber members in compression are supported by close-
ly spaced transverse bracings eg braced by battens half of the bending stiffness and the bending
strength of the timber members may be used to resist and transfer qd
For less than 8 members n16 of the bending stiffness and the bending strength may be used
When calculating qd in expression (937) the following may be used instead of n
[ radic ]
The accumulated force Fakku in the transverse bracing member supporting n members in compres-
sion may be taken as
[radic ]
where Fd is the design stabilising force according to expression (935)
1092(3) Special rules for trusses with punched metal plate fasteners Erection maximum
bow
For spans l gt 5 m abowperm may be increased to plusmn l500 with a maximum of plusmn 45 mm where l is the
maximum horizontal dimension and abow is measured in relation to the erection plane aimed at see
figure 1092 a) The local deflection measured with a 3 m straightedge shall in no place exceed 15
mm
1092(4) Special rules for trusses with punched metal plate fasteners Erection maximum
deviation
For structure heights gt1 m adevperm may be increased to h100 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 1092 b) Furthermore
for l gt 14 m the deviation in any point from the erection plane aimed at shall be no more than
adevperm see Figure 1092 c)
Page 10 of 12 DSEN 1995-1-1 DK NA2011
Figure 1092 - Erection tolerances for trusses with punched metal plate fasteners
Clarification of requirements for materials
In 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 DSEN standard
or
manufactured according to the requirements of Annex ZA of the relevant standard and the
manufactureproduct 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 31032001 rsquoExecutive order on the designation and notification of approved bodies for
certification inspection and testing tasks pursuant to EC Directive on construction products (89106EEC)rsquo 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
14732-12006 Timber structures mdash Prefabricated wall floor and roof elements ndash Product require-
ments shall be used with the following exceptions amendments and clarifications as the basis of
certification for the inspection or certification schemes
Page 11 of 12 DSEN 1995-1-1 DK NA2011
Amendments
clause ZA22 Elements under attestation of conformity system 1 (adhesively bonded elements
and mechanically fixed elements in reaction to fire Classes (A1 ndash C)a)
Until EN 14732-1 enters into force at least one FPC inspection shall be carried out per year
clause ZA23 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
- ZA24 EC Certificate and Declaration of conformity
- ZA3 CE marking and labelling
Clarification
prEN 14732-12006 specifies performance requirements for prefabricated structural (load-bearing)
wall floor and roof elements consisting of framing members of wood andor 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 systemsbuilding kits mar-
keted as buildings and made of pre-designed and prefabricated components intended for production
in series ETAG 007 rdquoTimber Frame Building Kitsrdquo applies to this type of kit
Addition regarding
Finger jointed structural timber
Until the harmonized standard for finger jointed structural timber is available as an EN for CE
marking prEN 154972006 Finger jointed structural timber ndash Performance requirements and min-
imum production requirements shall be used with the following exceptions and amendments as the
basis of certification for the inspection or certification schemes
Amendments
ZA21 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
- ZA22 EC Certificate and Declaration of conformity
- ZA3 CE marking and labelling
Page 12 of 12 DSEN 1995-1-1 DK NA2011
Addition regarding
Wood-based panels for structural roofs floors and walls
The harmonised standard DSEN 139862004 Wood-based panels for use in construction - Charac-
teristics evaluation of conformity and marking makes reference to requirements specified in DSEN
128712010 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 DSEN 13986 og DSEN 12871 in progress
Products already placed on the market may be used when the requirements included in DSEN
128712001 and DSEN 13986NA2007 have been fulfilled
Roofs and floors
The requirements specified in DSEN 128712010 clauses 61 62 and 64 shall be fulfilled with
the following changes
Expression (5) is not applied
Expression (6) is changed to
Expressions (7)-(10) are changed to Rm ge 6000tL [Nmm] where t and L are given in mm
Expression (11) is not applied
Expressions (12) and (13) are substituted by
where γM is determined according to normal inspection of material properties (γ3 = 1) and kmod is
used for the relevant load duration class and service category
For roofs with inclination α the span may be increased to L in relation to the span L determined
by testing for horizontal roofs (α = 0)
Lα = L cos α but no more than 13L
Panelled walls
The racking strength of structural and stiffening walls is determined according to DSEN 1995-1-1
by calculation or testing in accordance with DSEN 594 using load-bearing boards in conformity
with DSEN 13986
NOTE The requirement specified in DSEN 128712010 clause 63 is not to be verified and the
boards need not be marked Wall
Page 6 of 12 DSEN 1995-1-1 DK NA2011
Table 72 Examples of limiting values for deflections of beams
Deflections 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 wfin1)
Roof structures Self-weight structures without camber l400
dwellings and offices Self-weight structures with camber 2)
l250
Characteristic snow loads l400
Characteristic wind actions l250
Floor structures
in residential multi-storey buildings Concentrated load 1 kN 17 mm
in single family houses Uniformly distributed load 15 kNm2
l600
1 wfin is calculated according to 223(5)
2 Provided that the camber is at least 80 of wfin
733(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 72 where a 2 mmkN 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 72 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 m
are achieved when the deflection requirements of Table 72 are fulfilled
8312(4) Nailed timber-to-timber connections Nails in end grain
The alternative in 8312(3) may be applied but not however for smooth nails
8312(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 lt 5 mm
9241(7) Wall diaphragms ndash General
Both methods may be applied
9253(1) Bracing of beam or truss systems Modification factors
The following Danish modification factors in Table 92 for the determination of stiffness and re-
sistance of stabilising structures are recommended
Page 7 of 12 DSEN 1995-1-1 DK NA2011
Table 92
Factor Value
ks 30
kf1 80
kf2 100
kf3 50 NOTE See also the complementary (non-contradictory) information
1092(3) Special rules for trusses with punched metal plate fasteners Maximum bow
abowperm le 10 mm
NOTE See also the complementary (non-contradictory) information
1092(4) Special rules for trusses with punched metal plate fasteners Maximum deviation
from true vertical alignment
adev perm le 10 mm
NOTE See also the complementary (non-contradictory) information
Page 8 of 12 DSEN 1995-1-1 DK NA2011
Complementary (non-conflicting) information
241 (1)P Design value of material property The partial factors in Table 23 have been determined in accordance with Annex F in EN 1990 DK
NA
γM = γ1 γ2 γ3 γ4 where
γ1 takes into account the type of failure
γ2 takes into account the uncertainty related to the design model
γ3 takes into account the level of inspection
γ4 takes into account the variation of the strength parameter or resistance
When determining γ1 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 γ3 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 γ3 depending on the level of inspection are used
Sub-partial factor 3 depending on the extent of inspection
Inspection level Tightened Normal Reduced
γ3 095 10 110
42 (2) Resistance to corrosion ndash Table 41 (Addition)
Footnote a in Table 41 specifies Z275 and Z350 according to EN 10147 as alternatives to FeZn
12C and FeZn 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 microm and at least 49 microm
respectively and for plates coating thicknesses of 20 microm and 25 microm respectively are achieved at
each side of the steel plate When hot-dip galvanizing dowel-type fasteners it is recommended to
replace the expression FeZn 12C by a zinc coating thickness of at least 39 μm and the expression
Page 9 of 12 DSEN 1995-1-1 DK NA2011
FeZn 25C by a zinc coating thickness of at least 49 μm both thickness values being in accordance
with EN ISO 1461
922(4) Trusses with punched metal plate fasteners ndash Minimum overlap
Where 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
9253 Bracing of beam or truss systems Modification factors
Where at least 8 equal closely spaced solid timber members in compression are supported by close-
ly spaced transverse bracings eg braced by battens half of the bending stiffness and the bending
strength of the timber members may be used to resist and transfer qd
For less than 8 members n16 of the bending stiffness and the bending strength may be used
When calculating qd in expression (937) the following may be used instead of n
[ radic ]
The accumulated force Fakku in the transverse bracing member supporting n members in compres-
sion may be taken as
[radic ]
where Fd is the design stabilising force according to expression (935)
1092(3) Special rules for trusses with punched metal plate fasteners Erection maximum
bow
For spans l gt 5 m abowperm may be increased to plusmn l500 with a maximum of plusmn 45 mm where l is the
maximum horizontal dimension and abow is measured in relation to the erection plane aimed at see
figure 1092 a) The local deflection measured with a 3 m straightedge shall in no place exceed 15
mm
1092(4) Special rules for trusses with punched metal plate fasteners Erection maximum
deviation
For structure heights gt1 m adevperm may be increased to h100 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 1092 b) Furthermore
for l gt 14 m the deviation in any point from the erection plane aimed at shall be no more than
adevperm see Figure 1092 c)
Page 10 of 12 DSEN 1995-1-1 DK NA2011
Figure 1092 - Erection tolerances for trusses with punched metal plate fasteners
Clarification of requirements for materials
In 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 DSEN standard
or
manufactured according to the requirements of Annex ZA of the relevant standard and the
manufactureproduct 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 31032001 rsquoExecutive order on the designation and notification of approved bodies for
certification inspection and testing tasks pursuant to EC Directive on construction products (89106EEC)rsquo 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
14732-12006 Timber structures mdash Prefabricated wall floor and roof elements ndash Product require-
ments shall be used with the following exceptions amendments and clarifications as the basis of
certification for the inspection or certification schemes
Page 11 of 12 DSEN 1995-1-1 DK NA2011
Amendments
clause ZA22 Elements under attestation of conformity system 1 (adhesively bonded elements
and mechanically fixed elements in reaction to fire Classes (A1 ndash C)a)
Until EN 14732-1 enters into force at least one FPC inspection shall be carried out per year
clause ZA23 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
- ZA24 EC Certificate and Declaration of conformity
- ZA3 CE marking and labelling
Clarification
prEN 14732-12006 specifies performance requirements for prefabricated structural (load-bearing)
wall floor and roof elements consisting of framing members of wood andor 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 systemsbuilding kits mar-
keted as buildings and made of pre-designed and prefabricated components intended for production
in series ETAG 007 rdquoTimber Frame Building Kitsrdquo applies to this type of kit
Addition regarding
Finger jointed structural timber
Until the harmonized standard for finger jointed structural timber is available as an EN for CE
marking prEN 154972006 Finger jointed structural timber ndash Performance requirements and min-
imum production requirements shall be used with the following exceptions and amendments as the
basis of certification for the inspection or certification schemes
Amendments
ZA21 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
- ZA22 EC Certificate and Declaration of conformity
- ZA3 CE marking and labelling
Page 12 of 12 DSEN 1995-1-1 DK NA2011
Addition regarding
Wood-based panels for structural roofs floors and walls
The harmonised standard DSEN 139862004 Wood-based panels for use in construction - Charac-
teristics evaluation of conformity and marking makes reference to requirements specified in DSEN
128712010 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 DSEN 13986 og DSEN 12871 in progress
Products already placed on the market may be used when the requirements included in DSEN
128712001 and DSEN 13986NA2007 have been fulfilled
Roofs and floors
The requirements specified in DSEN 128712010 clauses 61 62 and 64 shall be fulfilled with
the following changes
Expression (5) is not applied
Expression (6) is changed to
Expressions (7)-(10) are changed to Rm ge 6000tL [Nmm] where t and L are given in mm
Expression (11) is not applied
Expressions (12) and (13) are substituted by
where γM is determined according to normal inspection of material properties (γ3 = 1) and kmod is
used for the relevant load duration class and service category
For roofs with inclination α the span may be increased to L in relation to the span L determined
by testing for horizontal roofs (α = 0)
Lα = L cos α but no more than 13L
Panelled walls
The racking strength of structural and stiffening walls is determined according to DSEN 1995-1-1
by calculation or testing in accordance with DSEN 594 using load-bearing boards in conformity
with DSEN 13986
NOTE The requirement specified in DSEN 128712010 clause 63 is not to be verified and the
boards need not be marked Wall
Page 7 of 12 DSEN 1995-1-1 DK NA2011
Table 92
Factor Value
ks 30
kf1 80
kf2 100
kf3 50 NOTE See also the complementary (non-contradictory) information
1092(3) Special rules for trusses with punched metal plate fasteners Maximum bow
abowperm le 10 mm
NOTE See also the complementary (non-contradictory) information
1092(4) Special rules for trusses with punched metal plate fasteners Maximum deviation
from true vertical alignment
adev perm le 10 mm
NOTE See also the complementary (non-contradictory) information
Page 8 of 12 DSEN 1995-1-1 DK NA2011
Complementary (non-conflicting) information
241 (1)P Design value of material property The partial factors in Table 23 have been determined in accordance with Annex F in EN 1990 DK
NA
γM = γ1 γ2 γ3 γ4 where
γ1 takes into account the type of failure
γ2 takes into account the uncertainty related to the design model
γ3 takes into account the level of inspection
γ4 takes into account the variation of the strength parameter or resistance
When determining γ1 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 γ3 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 γ3 depending on the level of inspection are used
Sub-partial factor 3 depending on the extent of inspection
Inspection level Tightened Normal Reduced
γ3 095 10 110
42 (2) Resistance to corrosion ndash Table 41 (Addition)
Footnote a in Table 41 specifies Z275 and Z350 according to EN 10147 as alternatives to FeZn
12C and FeZn 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 microm and at least 49 microm
respectively and for plates coating thicknesses of 20 microm and 25 microm respectively are achieved at
each side of the steel plate When hot-dip galvanizing dowel-type fasteners it is recommended to
replace the expression FeZn 12C by a zinc coating thickness of at least 39 μm and the expression
Page 9 of 12 DSEN 1995-1-1 DK NA2011
FeZn 25C by a zinc coating thickness of at least 49 μm both thickness values being in accordance
with EN ISO 1461
922(4) Trusses with punched metal plate fasteners ndash Minimum overlap
Where 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
9253 Bracing of beam or truss systems Modification factors
Where at least 8 equal closely spaced solid timber members in compression are supported by close-
ly spaced transverse bracings eg braced by battens half of the bending stiffness and the bending
strength of the timber members may be used to resist and transfer qd
For less than 8 members n16 of the bending stiffness and the bending strength may be used
When calculating qd in expression (937) the following may be used instead of n
[ radic ]
The accumulated force Fakku in the transverse bracing member supporting n members in compres-
sion may be taken as
[radic ]
where Fd is the design stabilising force according to expression (935)
1092(3) Special rules for trusses with punched metal plate fasteners Erection maximum
bow
For spans l gt 5 m abowperm may be increased to plusmn l500 with a maximum of plusmn 45 mm where l is the
maximum horizontal dimension and abow is measured in relation to the erection plane aimed at see
figure 1092 a) The local deflection measured with a 3 m straightedge shall in no place exceed 15
mm
1092(4) Special rules for trusses with punched metal plate fasteners Erection maximum
deviation
For structure heights gt1 m adevperm may be increased to h100 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 1092 b) Furthermore
for l gt 14 m the deviation in any point from the erection plane aimed at shall be no more than
adevperm see Figure 1092 c)
Page 10 of 12 DSEN 1995-1-1 DK NA2011
Figure 1092 - Erection tolerances for trusses with punched metal plate fasteners
Clarification of requirements for materials
In 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 DSEN standard
or
manufactured according to the requirements of Annex ZA of the relevant standard and the
manufactureproduct 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 31032001 rsquoExecutive order on the designation and notification of approved bodies for
certification inspection and testing tasks pursuant to EC Directive on construction products (89106EEC)rsquo 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
14732-12006 Timber structures mdash Prefabricated wall floor and roof elements ndash Product require-
ments shall be used with the following exceptions amendments and clarifications as the basis of
certification for the inspection or certification schemes
Page 11 of 12 DSEN 1995-1-1 DK NA2011
Amendments
clause ZA22 Elements under attestation of conformity system 1 (adhesively bonded elements
and mechanically fixed elements in reaction to fire Classes (A1 ndash C)a)
Until EN 14732-1 enters into force at least one FPC inspection shall be carried out per year
clause ZA23 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
- ZA24 EC Certificate and Declaration of conformity
- ZA3 CE marking and labelling
Clarification
prEN 14732-12006 specifies performance requirements for prefabricated structural (load-bearing)
wall floor and roof elements consisting of framing members of wood andor 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 systemsbuilding kits mar-
keted as buildings and made of pre-designed and prefabricated components intended for production
in series ETAG 007 rdquoTimber Frame Building Kitsrdquo applies to this type of kit
Addition regarding
Finger jointed structural timber
Until the harmonized standard for finger jointed structural timber is available as an EN for CE
marking prEN 154972006 Finger jointed structural timber ndash Performance requirements and min-
imum production requirements shall be used with the following exceptions and amendments as the
basis of certification for the inspection or certification schemes
Amendments
ZA21 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
- ZA22 EC Certificate and Declaration of conformity
- ZA3 CE marking and labelling
Page 12 of 12 DSEN 1995-1-1 DK NA2011
Addition regarding
Wood-based panels for structural roofs floors and walls
The harmonised standard DSEN 139862004 Wood-based panels for use in construction - Charac-
teristics evaluation of conformity and marking makes reference to requirements specified in DSEN
128712010 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 DSEN 13986 og DSEN 12871 in progress
Products already placed on the market may be used when the requirements included in DSEN
128712001 and DSEN 13986NA2007 have been fulfilled
Roofs and floors
The requirements specified in DSEN 128712010 clauses 61 62 and 64 shall be fulfilled with
the following changes
Expression (5) is not applied
Expression (6) is changed to
Expressions (7)-(10) are changed to Rm ge 6000tL [Nmm] where t and L are given in mm
Expression (11) is not applied
Expressions (12) and (13) are substituted by
where γM is determined according to normal inspection of material properties (γ3 = 1) and kmod is
used for the relevant load duration class and service category
For roofs with inclination α the span may be increased to L in relation to the span L determined
by testing for horizontal roofs (α = 0)
Lα = L cos α but no more than 13L
Panelled walls
The racking strength of structural and stiffening walls is determined according to DSEN 1995-1-1
by calculation or testing in accordance with DSEN 594 using load-bearing boards in conformity
with DSEN 13986
NOTE The requirement specified in DSEN 128712010 clause 63 is not to be verified and the
boards need not be marked Wall
Page 8 of 12 DSEN 1995-1-1 DK NA2011
Complementary (non-conflicting) information
241 (1)P Design value of material property The partial factors in Table 23 have been determined in accordance with Annex F in EN 1990 DK
NA
γM = γ1 γ2 γ3 γ4 where
γ1 takes into account the type of failure
γ2 takes into account the uncertainty related to the design model
γ3 takes into account the level of inspection
γ4 takes into account the variation of the strength parameter or resistance
When determining γ1 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 γ3 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 γ3 depending on the level of inspection are used
Sub-partial factor 3 depending on the extent of inspection
Inspection level Tightened Normal Reduced
γ3 095 10 110
42 (2) Resistance to corrosion ndash Table 41 (Addition)
Footnote a in Table 41 specifies Z275 and Z350 according to EN 10147 as alternatives to FeZn
12C and FeZn 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 microm and at least 49 microm
respectively and for plates coating thicknesses of 20 microm and 25 microm respectively are achieved at
each side of the steel plate When hot-dip galvanizing dowel-type fasteners it is recommended to
replace the expression FeZn 12C by a zinc coating thickness of at least 39 μm and the expression
Page 9 of 12 DSEN 1995-1-1 DK NA2011
FeZn 25C by a zinc coating thickness of at least 49 μm both thickness values being in accordance
with EN ISO 1461
922(4) Trusses with punched metal plate fasteners ndash Minimum overlap
Where 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
9253 Bracing of beam or truss systems Modification factors
Where at least 8 equal closely spaced solid timber members in compression are supported by close-
ly spaced transverse bracings eg braced by battens half of the bending stiffness and the bending
strength of the timber members may be used to resist and transfer qd
For less than 8 members n16 of the bending stiffness and the bending strength may be used
When calculating qd in expression (937) the following may be used instead of n
[ radic ]
The accumulated force Fakku in the transverse bracing member supporting n members in compres-
sion may be taken as
[radic ]
where Fd is the design stabilising force according to expression (935)
1092(3) Special rules for trusses with punched metal plate fasteners Erection maximum
bow
For spans l gt 5 m abowperm may be increased to plusmn l500 with a maximum of plusmn 45 mm where l is the
maximum horizontal dimension and abow is measured in relation to the erection plane aimed at see
figure 1092 a) The local deflection measured with a 3 m straightedge shall in no place exceed 15
mm
1092(4) Special rules for trusses with punched metal plate fasteners Erection maximum
deviation
For structure heights gt1 m adevperm may be increased to h100 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 1092 b) Furthermore
for l gt 14 m the deviation in any point from the erection plane aimed at shall be no more than
adevperm see Figure 1092 c)
Page 10 of 12 DSEN 1995-1-1 DK NA2011
Figure 1092 - Erection tolerances for trusses with punched metal plate fasteners
Clarification of requirements for materials
In 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 DSEN standard
or
manufactured according to the requirements of Annex ZA of the relevant standard and the
manufactureproduct 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 31032001 rsquoExecutive order on the designation and notification of approved bodies for
certification inspection and testing tasks pursuant to EC Directive on construction products (89106EEC)rsquo 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
14732-12006 Timber structures mdash Prefabricated wall floor and roof elements ndash Product require-
ments shall be used with the following exceptions amendments and clarifications as the basis of
certification for the inspection or certification schemes
Page 11 of 12 DSEN 1995-1-1 DK NA2011
Amendments
clause ZA22 Elements under attestation of conformity system 1 (adhesively bonded elements
and mechanically fixed elements in reaction to fire Classes (A1 ndash C)a)
Until EN 14732-1 enters into force at least one FPC inspection shall be carried out per year
clause ZA23 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
- ZA24 EC Certificate and Declaration of conformity
- ZA3 CE marking and labelling
Clarification
prEN 14732-12006 specifies performance requirements for prefabricated structural (load-bearing)
wall floor and roof elements consisting of framing members of wood andor 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 systemsbuilding kits mar-
keted as buildings and made of pre-designed and prefabricated components intended for production
in series ETAG 007 rdquoTimber Frame Building Kitsrdquo applies to this type of kit
Addition regarding
Finger jointed structural timber
Until the harmonized standard for finger jointed structural timber is available as an EN for CE
marking prEN 154972006 Finger jointed structural timber ndash Performance requirements and min-
imum production requirements shall be used with the following exceptions and amendments as the
basis of certification for the inspection or certification schemes
Amendments
ZA21 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
- ZA22 EC Certificate and Declaration of conformity
- ZA3 CE marking and labelling
Page 12 of 12 DSEN 1995-1-1 DK NA2011
Addition regarding
Wood-based panels for structural roofs floors and walls
The harmonised standard DSEN 139862004 Wood-based panels for use in construction - Charac-
teristics evaluation of conformity and marking makes reference to requirements specified in DSEN
128712010 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 DSEN 13986 og DSEN 12871 in progress
Products already placed on the market may be used when the requirements included in DSEN
128712001 and DSEN 13986NA2007 have been fulfilled
Roofs and floors
The requirements specified in DSEN 128712010 clauses 61 62 and 64 shall be fulfilled with
the following changes
Expression (5) is not applied
Expression (6) is changed to
Expressions (7)-(10) are changed to Rm ge 6000tL [Nmm] where t and L are given in mm
Expression (11) is not applied
Expressions (12) and (13) are substituted by
where γM is determined according to normal inspection of material properties (γ3 = 1) and kmod is
used for the relevant load duration class and service category
For roofs with inclination α the span may be increased to L in relation to the span L determined
by testing for horizontal roofs (α = 0)
Lα = L cos α but no more than 13L
Panelled walls
The racking strength of structural and stiffening walls is determined according to DSEN 1995-1-1
by calculation or testing in accordance with DSEN 594 using load-bearing boards in conformity
with DSEN 13986
NOTE The requirement specified in DSEN 128712010 clause 63 is not to be verified and the
boards need not be marked Wall
Page 9 of 12 DSEN 1995-1-1 DK NA2011
FeZn 25C by a zinc coating thickness of at least 49 μm both thickness values being in accordance
with EN ISO 1461
922(4) Trusses with punched metal plate fasteners ndash Minimum overlap
Where 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
9253 Bracing of beam or truss systems Modification factors
Where at least 8 equal closely spaced solid timber members in compression are supported by close-
ly spaced transverse bracings eg braced by battens half of the bending stiffness and the bending
strength of the timber members may be used to resist and transfer qd
For less than 8 members n16 of the bending stiffness and the bending strength may be used
When calculating qd in expression (937) the following may be used instead of n
[ radic ]
The accumulated force Fakku in the transverse bracing member supporting n members in compres-
sion may be taken as
[radic ]
where Fd is the design stabilising force according to expression (935)
1092(3) Special rules for trusses with punched metal plate fasteners Erection maximum
bow
For spans l gt 5 m abowperm may be increased to plusmn l500 with a maximum of plusmn 45 mm where l is the
maximum horizontal dimension and abow is measured in relation to the erection plane aimed at see
figure 1092 a) The local deflection measured with a 3 m straightedge shall in no place exceed 15
mm
1092(4) Special rules for trusses with punched metal plate fasteners Erection maximum
deviation
For structure heights gt1 m adevperm may be increased to h100 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 1092 b) Furthermore
for l gt 14 m the deviation in any point from the erection plane aimed at shall be no more than
adevperm see Figure 1092 c)
Page 10 of 12 DSEN 1995-1-1 DK NA2011
Figure 1092 - Erection tolerances for trusses with punched metal plate fasteners
Clarification of requirements for materials
In 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 DSEN standard
or
manufactured according to the requirements of Annex ZA of the relevant standard and the
manufactureproduct 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 31032001 rsquoExecutive order on the designation and notification of approved bodies for
certification inspection and testing tasks pursuant to EC Directive on construction products (89106EEC)rsquo 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
14732-12006 Timber structures mdash Prefabricated wall floor and roof elements ndash Product require-
ments shall be used with the following exceptions amendments and clarifications as the basis of
certification for the inspection or certification schemes
Page 11 of 12 DSEN 1995-1-1 DK NA2011
Amendments
clause ZA22 Elements under attestation of conformity system 1 (adhesively bonded elements
and mechanically fixed elements in reaction to fire Classes (A1 ndash C)a)
Until EN 14732-1 enters into force at least one FPC inspection shall be carried out per year
clause ZA23 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
- ZA24 EC Certificate and Declaration of conformity
- ZA3 CE marking and labelling
Clarification
prEN 14732-12006 specifies performance requirements for prefabricated structural (load-bearing)
wall floor and roof elements consisting of framing members of wood andor 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 systemsbuilding kits mar-
keted as buildings and made of pre-designed and prefabricated components intended for production
in series ETAG 007 rdquoTimber Frame Building Kitsrdquo applies to this type of kit
Addition regarding
Finger jointed structural timber
Until the harmonized standard for finger jointed structural timber is available as an EN for CE
marking prEN 154972006 Finger jointed structural timber ndash Performance requirements and min-
imum production requirements shall be used with the following exceptions and amendments as the
basis of certification for the inspection or certification schemes
Amendments
ZA21 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
- ZA22 EC Certificate and Declaration of conformity
- ZA3 CE marking and labelling
Page 12 of 12 DSEN 1995-1-1 DK NA2011
Addition regarding
Wood-based panels for structural roofs floors and walls
The harmonised standard DSEN 139862004 Wood-based panels for use in construction - Charac-
teristics evaluation of conformity and marking makes reference to requirements specified in DSEN
128712010 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 DSEN 13986 og DSEN 12871 in progress
Products already placed on the market may be used when the requirements included in DSEN
128712001 and DSEN 13986NA2007 have been fulfilled
Roofs and floors
The requirements specified in DSEN 128712010 clauses 61 62 and 64 shall be fulfilled with
the following changes
Expression (5) is not applied
Expression (6) is changed to
Expressions (7)-(10) are changed to Rm ge 6000tL [Nmm] where t and L are given in mm
Expression (11) is not applied
Expressions (12) and (13) are substituted by
where γM is determined according to normal inspection of material properties (γ3 = 1) and kmod is
used for the relevant load duration class and service category
For roofs with inclination α the span may be increased to L in relation to the span L determined
by testing for horizontal roofs (α = 0)
Lα = L cos α but no more than 13L
Panelled walls
The racking strength of structural and stiffening walls is determined according to DSEN 1995-1-1
by calculation or testing in accordance with DSEN 594 using load-bearing boards in conformity
with DSEN 13986
NOTE The requirement specified in DSEN 128712010 clause 63 is not to be verified and the
boards need not be marked Wall
Page 10 of 12 DSEN 1995-1-1 DK NA2011
Figure 1092 - Erection tolerances for trusses with punched metal plate fasteners
Clarification of requirements for materials
In 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 DSEN standard
or
manufactured according to the requirements of Annex ZA of the relevant standard and the
manufactureproduct 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 31032001 rsquoExecutive order on the designation and notification of approved bodies for
certification inspection and testing tasks pursuant to EC Directive on construction products (89106EEC)rsquo 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
14732-12006 Timber structures mdash Prefabricated wall floor and roof elements ndash Product require-
ments shall be used with the following exceptions amendments and clarifications as the basis of
certification for the inspection or certification schemes
Page 11 of 12 DSEN 1995-1-1 DK NA2011
Amendments
clause ZA22 Elements under attestation of conformity system 1 (adhesively bonded elements
and mechanically fixed elements in reaction to fire Classes (A1 ndash C)a)
Until EN 14732-1 enters into force at least one FPC inspection shall be carried out per year
clause ZA23 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
- ZA24 EC Certificate and Declaration of conformity
- ZA3 CE marking and labelling
Clarification
prEN 14732-12006 specifies performance requirements for prefabricated structural (load-bearing)
wall floor and roof elements consisting of framing members of wood andor 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 systemsbuilding kits mar-
keted as buildings and made of pre-designed and prefabricated components intended for production
in series ETAG 007 rdquoTimber Frame Building Kitsrdquo applies to this type of kit
Addition regarding
Finger jointed structural timber
Until the harmonized standard for finger jointed structural timber is available as an EN for CE
marking prEN 154972006 Finger jointed structural timber ndash Performance requirements and min-
imum production requirements shall be used with the following exceptions and amendments as the
basis of certification for the inspection or certification schemes
Amendments
ZA21 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
- ZA22 EC Certificate and Declaration of conformity
- ZA3 CE marking and labelling
Page 12 of 12 DSEN 1995-1-1 DK NA2011
Addition regarding
Wood-based panels for structural roofs floors and walls
The harmonised standard DSEN 139862004 Wood-based panels for use in construction - Charac-
teristics evaluation of conformity and marking makes reference to requirements specified in DSEN
128712010 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 DSEN 13986 og DSEN 12871 in progress
Products already placed on the market may be used when the requirements included in DSEN
128712001 and DSEN 13986NA2007 have been fulfilled
Roofs and floors
The requirements specified in DSEN 128712010 clauses 61 62 and 64 shall be fulfilled with
the following changes
Expression (5) is not applied
Expression (6) is changed to
Expressions (7)-(10) are changed to Rm ge 6000tL [Nmm] where t and L are given in mm
Expression (11) is not applied
Expressions (12) and (13) are substituted by
where γM is determined according to normal inspection of material properties (γ3 = 1) and kmod is
used for the relevant load duration class and service category
For roofs with inclination α the span may be increased to L in relation to the span L determined
by testing for horizontal roofs (α = 0)
Lα = L cos α but no more than 13L
Panelled walls
The racking strength of structural and stiffening walls is determined according to DSEN 1995-1-1
by calculation or testing in accordance with DSEN 594 using load-bearing boards in conformity
with DSEN 13986
NOTE The requirement specified in DSEN 128712010 clause 63 is not to be verified and the
boards need not be marked Wall
Page 11 of 12 DSEN 1995-1-1 DK NA2011
Amendments
clause ZA22 Elements under attestation of conformity system 1 (adhesively bonded elements
and mechanically fixed elements in reaction to fire Classes (A1 ndash C)a)
Until EN 14732-1 enters into force at least one FPC inspection shall be carried out per year
clause ZA23 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
- ZA24 EC Certificate and Declaration of conformity
- ZA3 CE marking and labelling
Clarification
prEN 14732-12006 specifies performance requirements for prefabricated structural (load-bearing)
wall floor and roof elements consisting of framing members of wood andor 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 systemsbuilding kits mar-
keted as buildings and made of pre-designed and prefabricated components intended for production
in series ETAG 007 rdquoTimber Frame Building Kitsrdquo applies to this type of kit
Addition regarding
Finger jointed structural timber
Until the harmonized standard for finger jointed structural timber is available as an EN for CE
marking prEN 154972006 Finger jointed structural timber ndash Performance requirements and min-
imum production requirements shall be used with the following exceptions and amendments as the
basis of certification for the inspection or certification schemes
Amendments
ZA21 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
- ZA22 EC Certificate and Declaration of conformity
- ZA3 CE marking and labelling
Page 12 of 12 DSEN 1995-1-1 DK NA2011
Addition regarding
Wood-based panels for structural roofs floors and walls
The harmonised standard DSEN 139862004 Wood-based panels for use in construction - Charac-
teristics evaluation of conformity and marking makes reference to requirements specified in DSEN
128712010 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 DSEN 13986 og DSEN 12871 in progress
Products already placed on the market may be used when the requirements included in DSEN
128712001 and DSEN 13986NA2007 have been fulfilled
Roofs and floors
The requirements specified in DSEN 128712010 clauses 61 62 and 64 shall be fulfilled with
the following changes
Expression (5) is not applied
Expression (6) is changed to
Expressions (7)-(10) are changed to Rm ge 6000tL [Nmm] where t and L are given in mm
Expression (11) is not applied
Expressions (12) and (13) are substituted by
where γM is determined according to normal inspection of material properties (γ3 = 1) and kmod is
used for the relevant load duration class and service category
For roofs with inclination α the span may be increased to L in relation to the span L determined
by testing for horizontal roofs (α = 0)
Lα = L cos α but no more than 13L
Panelled walls
The racking strength of structural and stiffening walls is determined according to DSEN 1995-1-1
by calculation or testing in accordance with DSEN 594 using load-bearing boards in conformity
with DSEN 13986
NOTE The requirement specified in DSEN 128712010 clause 63 is not to be verified and the
boards need not be marked Wall
Page 12 of 12 DSEN 1995-1-1 DK NA2011
Addition regarding
Wood-based panels for structural roofs floors and walls
The harmonised standard DSEN 139862004 Wood-based panels for use in construction - Charac-
teristics evaluation of conformity and marking makes reference to requirements specified in DSEN
128712010 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 DSEN 13986 og DSEN 12871 in progress
Products already placed on the market may be used when the requirements included in DSEN
128712001 and DSEN 13986NA2007 have been fulfilled
Roofs and floors
The requirements specified in DSEN 128712010 clauses 61 62 and 64 shall be fulfilled with
the following changes
Expression (5) is not applied
Expression (6) is changed to
Expressions (7)-(10) are changed to Rm ge 6000tL [Nmm] where t and L are given in mm
Expression (11) is not applied
Expressions (12) and (13) are substituted by
where γM is determined according to normal inspection of material properties (γ3 = 1) and kmod is
used for the relevant load duration class and service category
For roofs with inclination α the span may be increased to L in relation to the span L determined
by testing for horizontal roofs (α = 0)
Lα = L cos α but no more than 13L
Panelled walls
The racking strength of structural and stiffening walls is determined according to DSEN 1995-1-1
by calculation or testing in accordance with DSEN 594 using load-bearing boards in conformity
with DSEN 13986
NOTE The requirement specified in DSEN 128712010 clause 63 is not to be verified and the
boards need not be marked Wall
Recommended