SIST EN 1075:2015

SLOVENSKI STANDARD
SIST EN 1075:2015
01-marec-2015
1DGRPHãþD
SIST EN 1075:2000
/HVHQHNRQVWUXNFLMH3UHVNXVQHPHWRGH6SRMLVNRYLQVNLPLMHåDVWLPLSORãþDPL
Timber structures - Test methods - Joints made with punched metal plate fasteners
Holzbauwerke - Prüfverfahren - Verbindungen mit Nagelplatten
Structures en bois - Méthodes d'essai - Assemblages réalisés avec des connecteurs
métalliques à plaque emboutie
Ta slovenski standard je istoveten z: EN 1075:2014
ICS:
91.080.20 Lesene konstrukcije Timber structures
SIST EN 1075:2015 en,fr,de
2003-01.Slovenski inštitut za standardizacijo. Razmnoževanje celote ali delov tega standarda ni dovoljeno.

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SIST EN 1075:2015

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SIST EN 1075:2015

EUROPEAN STANDARD
EN 1075

NORME EUROPÉENNE

EUROPÄISCHE NORM
December 2014
ICS 91.080.20 Supersedes EN 1075:1999
English Version
Timber structures - Test methods - Joints made with punched
metal plate fasteners
Structures en bois - Méthodes d'essai - Assemblages Holzbauwerke - Prüfverfahren - Verbindungen mit
réalisés avec des connecteurs métalliques à plaque Nagelplatten
emboutie
This European Standard was approved by CEN on 7 November 2014.

CEN members are bound to comply with the CEN/CENELEC Internal Regulations which stipulate the conditions for giving this European
Standard the status of a national standard without any alteration. Up-to-date lists and bibliographical references concerning such national
standards may be obtained on application to the CEN-CENELEC Management Centre or to any CEN member.

This European Standard exists in three official versions (English, French, German). A version in any other language made by translation
under the responsibility of a CEN member into its own language and notified to the CEN-CENELEC Management Centre has the same
status as the official versions.

CEN members are the national standards bodies of Austria, Belgium, Bulgaria, Croatia, Cyprus, Czech Republic, Denmark, Estonia,
Finland, Former Yugoslav Republic of Macedonia, France, Germany, Greece, Hungary, Iceland, Ireland, Italy, Latvia, Lithuania,
Luxembourg, Malta, Netherlands, Norway, Poland, Portugal, Romania, Slovakia, Slovenia, Spain, Sweden, Switzerland, Turkey and United
Kingdom.





EUROPEAN COMMITTEE FOR STANDARDIZATION
COMITÉ EUROPÉEN DE NORMALISATION

EUROPÄISCHES KOMITEE FÜR NORMUNG

CEN-CENELEC Management Centre: Avenue Marnix 17, B-1000 Brussels
© 2014 CEN All rights of exploitation in any form and by any means reserved Ref. No. EN 1075:2014 E
worldwide for CEN national Members.

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SIST EN 1075:2015
EN 1075:2014 (E)
Contents Page
Foreword .4
1 Scope .5
2 Normative references .5
3 Terms and definitions .5
4 Symbols and abbreviations .7
5 Materials .7
5.1 Timber .7
5.2 Fasteners .7
6 Test methods .8
6.1 General .8
6.2 Conditioning .8
6.3 Fabrication of test pieces .8
6.4 Preparation of test pieces .9
6.4.1 Anchorage capacity and load-slip characteristics of contact surface and timber: load
parallel to grain .9
6.4.2 Anchorage capacity and load-slip characteristics of contact surface of fastener and
timber: load not parallel to grain . 10
6.4.3 Fastener tension capacity . 11
6.4.4 Fastener compression capacity . 12
6.4.5 Fastener shear capacity . 13
6.5 Procedure . 13
6.5.1 Estimation of maximum load . 13
6.5.2 Loading procedure . 13
6.5.3 Maximum load . 14
6.6 Expression of results . 15
6.6.1 Anchorage capacity . 15
6.6.2 Fastener tension capacity . 15
6.6.3 Fastener compression capacity . 15
6.6.4 Fastener shear capacity . 16
6.7 Determination of characteristic values . 16
6.8 Test report . 16
Annex A (normative) Nail root test . 17
A.1 Scope . 17
A.2 Symbols . 17
A.3 Test piece . 17
A.4 Test method . 17
A.5 Test results . 17
Annex B (informative) Derivation of rotational stiffness of the contact surface of the fastener and
timber . 19
B.1 General . 19
B.2 Background to the calculations . 19
B.3 Calculations . 19
Annex C (informative) Examples of properly located transducers . 21
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EN 1075:2014 (E)
Annex D (informative) Examples of loading arrangement . 22
D.1 Fastener shear capacity. 22
D.2 Fastener anchorage capacity: load not parallel to grain, (see 6.4.2). . 24
Bibliography . 25

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SIST EN 1075:2015
EN 1075:2014 (E)
Foreword
This document (EN 1075:2014) has been prepared by Technical Committee CEN/TC 124 “Timber Structures”,
the secretariat of which is held by AFNOR.
This European Standard shall be given the status of a national standard, either by publication of an identical
text or by endorsement, at the latest by June 2015 and conflicting national standards shall be withdrawn at the
latest by June 2015.
Attention is drawn to the possibility that some of the elements of this document may be the subject of patent
rights. CEN [and/or CENELEC] shall not be held responsible for identifying any or all such patent rights.
This document supersedes EN 1075:1999.
Compared to EN 1075:1999, the following changes have been made:
a) replacement of EN 28970 by EN ISO 8970;
b) modification of definition in 3.5 for density;
c) modification of the formula in 6.6.1 for anchorage capacity;
d) improvement of figures.
According to the CEN-CENELEC Internal Regulations, the national standards organizations of the following
countries are bound to implement this European Standard: Austria, Belgium, Bulgaria, Croatia, Cyprus, Czech
Republic, Denmark, Estonia, Finland, Former Yugoslav Republic of Macedonia, France, Germany, Greece,
Hungary, Iceland, Ireland, Italy, Latvia, Lithuania, Luxembourg, Malta, Netherlands, Norway, Poland, Portugal,
Romania, Slovakia, Slovenia, Spain, Sweden, Switzerland, Turkey and the United Kingdom.

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SIST EN 1075:2015
EN 1075:2014 (E)
1 Scope
This European Standard specifies the test methods for determining the strength capacity and stiffness of joints
made with punched metal plate fasteners in load bearing timber structures, being used to join two or more
pieces of timber of the same thickness in the same plane.
The properties measured are:
— load-slip characteristics and maximum load resulting from the lateral resistance of the embedded
projections, at various angles between the direction of the applied force and
— the axis of the fastener (load-fastener angle α),
— the direction of the grain of the timber (load-grain angle β),
— the tension capacity of the fastener at various angles α,
— the compression capacity of the fastener at various angles α,
— the shear capacity of the fastener at various angles α.
A nail root test method is shown in Annex A.
2 Normative references
The following documents, in whole or in part, are normatively referenced in this document and are
indispensable for its application. For dated references, only the edition cited applies. For undated references,
the latest edition of the referenced document (including any amendments) applies.
EN 336, Structural timber ― Sizes, permitted deviations
EN 14358, Timber structures ― Calculation of characteristic 5-percentile values and acceptance criteria for a
sample
EN 26891:1991 Timber structures ― Joints made with mechanical fasteners ― General principles for the
determination of strength and deformation characteristics (ISO 6891:1983)
EN ISO 8970, Timber structures ― Testing of joints made with mechanical fasteners ― Requirements for
wood density (ISO 8970)
3 Terms and definitions
For the purposes of this document, the following terms and definitions apply.
3.1
punched metal plate
fastener made of metal plate of nominal thickness not less than 0,9 mm and not more than 3,0 mm, having
integral projections punched out in one direction and bent perpendicular to the base of the metal plate
3.2
major axis of fastener
direction giving the highest tension capacity per unit width of the fastener
Note 1 to entry: In many cases the punching pattern of the fastener gives rise to two main directions, perpendicular to
each other, with different capacity properties.
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3.3
effective area of fastener
area of the total contact surface between the plate and the timber, reduced by 5 mm from the edges of the
timber and by a distance in the grain direction from the end of timber equal to 6 times the fastener's nominal
thickness, see Figure 1
Dimensions in millimetres

Key
1 direction of the grain
2 major axis of the fastener
Figure 1 — Definition of effective area of fastener
3.4
anchorage capacity per unit area
maximum load resisted by the joint per effective unit area of the fastener
3.5
mean density
population 50-percentile value with the mass and volume corresponding to equilibrium moisture content at a
temperature of 20 °C and a relative humidity of 65 %
3.6
design core thickness of the fastener
nominal thickness of the fastener, reduced by the thickness of the coating and further reduced by the minus
tolerance of the core thickness
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4 Symbols and abbreviations
A effective area of fastener, in square millimetres
ef
b
width of fastener perpendicular to the major axis of the fastener, in millimetres
f fastener anchorage capacity, in newtons per square millimetre
a,α,β
f , fastener compression capacity, in newtons per millimetre
c α
f fastener tension capacity, in newtons per millimetre
t,α
f actual tension strength of the fastener material, in newtons per square millimetre
t,act
f characteristic tension strength of the fastener material, in newtons per square millimetre
t,k
f
fastener shear capacity, in newtons per millimetre
v,α
f actual yield stress of the fastener material in newtons per square millimetre
y,act
f characteristic yield stress of the fastener material in newtons per square millimetre
y,k
F load, in newtons
F maximum load, in newtons
max
F estimated maximum load, in newtons
max,est
h
depth of timber, in millimetres
l length of fastener parallel to the major axis of the fastener, in millimetres
l , l lengths of area covered by the fastener (see Figure 3), in millimetres
1 2
l length of the fastener in the joint line, in millimetres
j
t thickness of timber test piece, in millimetres
t design core thickness of fastener, in millimetres
cor,d
t
actual core thickness of fastener, in millimetres
act
α angle between the direction of the applied force and the major axis of the fastener, in degrees
β angle between the direction of the applied force and the direction of the grain of the timber, in
degrees
θ
angle between the gap line and the line through the load point and the centre point of the fastener
(see Figure 6), in degrees
ρ
density of the timber member in which the failure took place, in kilogram's per cubic metre.
5 Materials
5.1 Timber
The timber shall be selected in accordance with EN ISO 8970.
5.2 Fasteners
The fastener specification, including the relevant characteristic mechanical properties (e.g. tensile strength,
yield stress and elongation) of the steel used to manufacture the fasteners, determined using standard test
procedures, shall be recorded. For the purpose of verifying such records, material shall be available which has
been taken from the coil used in the manufacture of the fasteners.
The ductility of the fasteners at the root position of the projections shall be determined in accordance with
Annex A.
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The sizes (length and width) of fastener to be used for the various tests should be selected in such a way that
capacity values for the complete range of sizes normally produced by the fastener manufacturer shall be
obtained.
6 Test methods
6.1 General
For the determination of the fastener tension capacity, the timber shall be sufficiently strong for failure to occur
in the fastener. The timber used shall have a target size, see EN 336, of not less than 35 mm or twice the
length of the projections plus 5 mm, whichever is the greater.
In the tests specified in 6.4.1 and 6.4.2 the minimum timber thickness should be limited to that proposed for
use in service.
Test data of anchorage capacity should not be applied to joints with members thinner than those tested, but
may be applied to joints with thicker members.
NOTE Examples of properly located transducers are given in Annex C (informative).
If there are no special requirements, the timber shall be planed; the difference in thickness between adjoining
pieces shall not exceed 0,5 mm. For each test piece, the two individual members to be joined shall be cut
from adjacent positions on the same plank to ensure a test piece of balanced density. In each group of similar
test pieces, the timber for each test piece shall be cut from a different plank.
Timber members for the test pieces shall be cut so that the areas to which the fasteners are embedded are
free from knots, local grain disturbance, fissures and wane. Elsewhere the members shall be free from
characteristics which could lead to premature failure in the timber.
The moisture content of the timber and its density shall be determined.
6.2 Conditioning
The test pieces shall be manufactured with the timber at an equilibrium moisture content corresponding to
(20 ± 2) °C and (85 ± 5) % relative humidity and shall afterwards be conditioned for at least one week at
(20 ± 2) °C and (65 ± 5) % relative humidity. The timber material is conditioned when it attains constant mass.
Constant mass is considered to be attained when the results of two successive weightings, carried out at an
interval of 6 h, do not differ by more than 0,1 % of the mass of the timber material. For certain investigations
other moisture conditioning may be appropri
...