1、March 2015 Translation by DIN-Sprachendienst.English price group 13No part of this translation may be reproduced without prior permission ofDIN Deutsches Institut fr Normung e. V., Berlin. Beuth Verlag GmbH, 10772 Berlin, Germany,has the exclusive right of sale for German Standards (DIN-Normen).ICS
2、91.080.20!%AR8“2304721www.din.deDDIN EN 1075Timber structures Test methods Joints made with punched metal plate fasteners;English version EN 1075:2014,English translation of DIN EN 1075:2015-03Holzbauwerke Prfverfahren Verbindungen mit Nagelplatten;Englische Fassung EN 1075:2014,Englische bersetzung
3、 von DIN EN 1075:2015-03Structures en bois Mthodes dessai Assemblages raliss avec des connecteurs mtalliques plaque emboutie;Version anglaise EN 1075:2014,Traduction anglaise de DIN EN 1075:2015-03SupersedesDIN EN 1075:2000-07www.beuth.deDocument comprises 27 pagesIn case of doubt, the German-langua
4、ge original shall be considered authoritative.03.15 DIN EN 1075:2015-03 2 A comma is used as the decimal marker. National foreword This document (EN 1075:2014) has been prepared by Technical Committee CEN/TC 124 “Timber structures” (Secretariat: AFNOR, France). The responsible German body involved i
5、n its preparation was the DIN-Normenausschuss Bauwesen (Building and Civil Engineering Standards Committee), Working Committee NA 005-04-01 AA Holzbau (SpA zu CEN/TC 124, CEN/TC 250/SC 5, ISO/TC 165). Amendments This standard differs from DIN EN 1075:2000-07 as follows: a) EN 28970 has been replaced
6、 by EN ISO 8970; b) the definition in 3.5 for density has been changed; c) the formula in Subclause 6.6.1 for anchorage capacity has been modified; d) the figures have been improved. Previous editions DIN EN 1075: 2000-07 EUROPEAN STANDARD NORME EUROPENNE EUROPISCHE NORM EN 1075 December 2014 ICS 91
7、.080.20 Supersedes EN 1075:1999English Version Timber structures - Test methods - Joints made with punched metal plate fasteners Structures en bois - Mthodes dessai - Assemblages raliss avec des connecteurs mtalliques plaque emboutie Holzbauwerke - Prfverfahren - Verbindungen mit Nagelplatten This E
8、uropean 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 reference
9、s 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 mem
10、ber 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, Fr
11、ance, 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 COMIT EUROPEN DE NORMALISATION EUROPISCHES
12、KOMITEE FR 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 worldwide for CEN national Members. Ref. No. EN 1075:2014 EEN 1075:2014 (E) 2 Contents Page Foreword 4 1 Scope 5 2 Normative references 5 3 Te
13、rms 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 timbe
14、r: 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
15、 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 re
16、port . 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 calculatio
17、ns 19 B.3 Calculations . 19 Annex C (informative) Examples of properly located transducers . 21 DIN EN 1075:2015-03 EN 1075:2014 (E) 3 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
18、Bibliography 25 DIN EN 1075:2015-03 EN 1075:2014 (E) 4 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 publicat
19、ion 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
20、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
21、.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, Finla
22、nd, 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. DIN EN 1075:2015-03 EN 1075:2014
23、(E) 5 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 proper
24、ties 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 ), the direction of the grain of the timber (load-grain angl
25、e ), the tension capacity of the fastener at various angles , the compression capacity of the fastener at various angles , the shear capacity of the fastener at various angles . A nail root test method is shown in Annex A. 2 Normative references The following documents, in whole or in part, are norm
26、atively 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 1435
27、8, 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 s
28、tructures 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
29、 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 fas
30、tener gives rise to two main directions, perpendicular to each other, with different capacity properties. DIN EN 1075:2015-03 EN 1075:2014 (E) 6 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 di
31、stance in the grain direction from the end of timber equal to 6 times the fasteners 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
32、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
33、 the fastener, reduced by the thickness of the coating and further reduced by the minus tolerance of the core thickness DIN EN 1075:2015-03 EN 1075:2014 (E) 7 4 Symbols and abbreviations Aefeffective area of fastener, in square millimetres b width of fastener perpendicular to the major axis of the f
34、astener, in millimetres fa, fastener anchorage capacity, in newtons per square millimetre fc,fastener compression capacity, in newtons per millimetre ft,fastener tension capacity, in newtons per millimetre ft,actactual tension strength of the fastener material, in newtons per square millimetre ft,kc
35、haracteristic tension strength of the fastener material, in newtons per square millimetre fv,fastener shear capacity, in newtons per millimetre fy,actactual yield stress of the fastener material in newtons per square millimetre fy,kcharacteristic yield stress of the fastener material in newtons per
36、square millimetre F load, in newtons Fmaxmaximum load, in newtons Fmax,estestimated maximum load, in newtons h depth of timber, in millimetres l length of fastener parallel to the major axis of the fastener, in millimetres l1, l2lengths of area covered by the fastener (see Figure 3), in millimetres
37、ljlength of the fastener in the joint line, in millimetres t thickness of timber test piece, in millimetres tcor,ddesign core thickness of fastener, in millimetres tactactual core thickness of fastener, in millimetres angle between the direction of the applied force and the major axis of the fastene
38、r, in degrees angle between the direction of the applied force and the direction of the grain of the timber, in degrees angle between the gap line and the line through the load point and the centre point of the fastener (see Figure 6), in degrees density of the timber member in which the failure too
39、k place, in kilograms 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 m
40、anufacture 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 proje
41、ctions shall be determined in accordance with Annex A. DIN EN 1075:2015-03 EN 1075:2014 (E) 8 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
42、 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 plu
43、s 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 th
44、icker 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 joine
45、d 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
46、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 ma
47、nufactured 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
48、 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 appropriate, and shall be reported. NOTE For some hardwoods a much longer conditioning period may be necessary. 6.3 Fabrication of test pieces Test pieces shall be made with two fasteners positioned parallel to each other and symmetrically on o
