1、December 2011 Translation by DIN-Sprachendienst.English price group 27No 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).I
2、CS 91.100.30!$xc“1856494www.din.deDDIN EN 1168Precast concrete products Hollow core slabs (includes Amendment A3:2011)English translation of DIN EN 1168:2011-12Betonfertigteile Hohlplatten (enthlt nderung A3:2011)Englische bersetzung von DIN EN 1168:2011-12Produits prfabriqus en bton Dalles alvoles
3、(Amendement A3:2011 inclus)Traduction anglaise de DIN EN 1168:2011-12SupersedesDIN EN 1168:2009-07See start of applicationwww.beuth.deDocument comprises 83 pagesIn case of doubt, the German-language original shall be considered authoritative.11.11 DIN EN 1168:2011-12 2 A comma is used as the decimal
4、 marker. Start of application The start of application of this standard is due to be 1 December 2011. DIN EN 1168:2009-07 may be used in parallel until 30 June 2013 (see deadline in the EU Official Journal). It should be noted that, in Germany, CE conformity marking of construction products will be
5、permitted once this standard has been listed in the Bundesanzeiger (German Federal Gazette) and from the date given therein. National foreword This standard has been prepared by Technical Committee CEN/TC 229 “Precast concrete products” (Secretariat: AFNOR, France). The responsible German body invol
6、ved in its preparation was the Normenausschuss Bauwesen (Building and Civil Engineering Standards Committee), Working Committee NA 005-07-08 AA Betonfertigteile (SpA zu CEN/TC 229). Amendments This standard differs from DIN EN 1168:2009-07 as follows: a) the scope has been extended to include solid
7、slab elements; b) EN ISO 15630-3 has been added in Clause 2 “Normative references”; c) new terms and definitions have been added; d) specifications relating to longitudinal bars and production tolerances have been modified; e) specifications relating to vertical grooves have been added; f) specifica
8、tions relating to shear and torsion capacity have been modified; g) specifications relating to the shear capacity of elements subjected to torsion have been modified; h) specifications relating to the load capacity of elements supported on three edges, resistance to fire and test methods have been m
9、odified; i) specifications relating to load distribution factors for three or four supported edges have been modified; j) a new Annex K “Thermal prestressing” has been added; k) the Bibliography has been updated. Previous editions DIN EN 1168: 2005-08, 2008-10, 2009-07 EUROPEAN STANDARD NORME EUROPE
10、NNE EUROPISCHE NORM EN 1168:2005+A3 October 2011 ICS 91.060.30; 91.100.30 Supersedes EN 1168:2005+A2:2009 English Version Precast concrete products - Hollow core slabs Produits prfabriqus en bton - Dalles alvoles Betonfertigteile - Hohlplatten This European Standard was approved by CEN on 1 July 200
11、4 and includes Amendment 1 approved by CEN on 14 January 2008, Amendment 2 approved by CEN on 4 January 2009 and Amendment 3 approved by CEN on 11 August 2011. CEN members are bound to comply with the CEN/CENELEC Internal Regulations which stipulate the conditions for giving this European Standard t
12、he 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, Fre
13、nch, 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
14、, Croatia, Cyprus, Czech Republic, Denmark, Estonia, Finland, France, Germany, Greece, Hungary, Iceland, Ireland, Italy, Latvia, Lithuania, Luxembourg, Malta, Netherlands, Norway, Poland, Portugal, Romania, Slovakia, Slovenia, Spain, Sweden, Switzerland and United Kingdom. EUROPEAN COMMITTEE FOR STA
15、NDARDIZATION COMIT EUROPEN DE NORMALISATION EUROPISCHES KOMITEE FR NORMUNG Management Centre: Avenue Marnix 17, B-1000 Brussels 2011 CEN All rights of exploitation in any form and by any means reserved worldwide for CEN national Members. Ref. No. EN 1168:2005+A3:2011: EEN 1168:2005+A3:2011 (E) 2 Con
16、tents The numbering of clauses is strictly related to EN 13369: Common rules for precast concrete products, at least for the first three digits. When a clause of EN 13369 is not relevant or included in a more general reference of this standard, its number is omitted and this may result in a gap on n
17、umbering. Foreword 4Introduction .61 Scope 72 Normative references 73 Terms and definitions .83.1 Definitions 84 Requirements .94.1 Material requirements .94.1.1 Prestressing steel . 104.2 Production requirements . 104.2.1 Structural reinforcement 104.3 Finished product requirements . 114.3.1 Geomet
18、rical properties 114.3.2 Surface characteristics 144.3.3 Mechanical resistance 144.3.4 Resistance and reaction to fire . 234.3.5 Acoustic properties 234.3.6 Thermal properties . 234.3.7 Durability . 244.3.8 Other requirements. 245 Test methods . 245.1 Tests on concrete . 245.2 %Tests on pre-stressin
19、g steel #however, concrete properties adopted as input for calculation of shear resistance depend on the proper functioning of the production machine; therefore a full scale test method to confirm both the shear resistance obtained by calculation and the proper functioning of the production machine,
20、 is given in Annex J (normative).$ Special rules for structures with hollow core elements are presented in annexes about load distribution (Annex C), diaphragm action (Annex D), negative moments (Annex E), shear capacity of composite members (Annex F) and design of connections (Annex H). %Special ru
21、les for pre-stressing by means of thermal pre-stressing are given in Annex K. for special use in walls and other applications, see the relevant product standards for possible additional requirements. %The elements have lateral edges with a grooved profile in order to make a shear key to transfer she
22、ar through joints contiguous elements. Class 2: Elements with thermal pre-stressed bars with a maximum of 16 mm. The use of pre-stressing bars is only allowed in accordance with Annex K. b) the maximum centre to centre distance between two bars shall not exceed 300 mm; % c) in the outermost webs the
23、re shall be at least one bar, for solid slabs, the equivalent position shall be considered; vertically : dg, 10 mm and . 4.2.1.1.2 Transversal bars Transverse reinforcement is not required in slabs up to 1 200 mm wide. Slabs having a width greater than 1 200 mm must have transverse reinforcement des
24、igned to suit the loading requirements. The minimum transverse reinforcement shall be 5 mm diameter bars at 500 mm centres. DIN EN 1168:2011-12 EN 1168:2005+A3:2011 (E) 11 4.2.1.2 Tensioning and prestressing 4.2.1.2.1 Common requirements for the distribution of prestressing tendons The following req
25、uirements shall be fulfilled: a) the tendons shall be distributed uniformly across the width of the elements; b) in every width of 1,20 m at least four tendons shall be applied; c) in every element of a width greater than 0,60 m and less than 1,20 m, at least three tendons shall be applied; d) in ev
26、ery element with a width of 0,60 m or less at least two tendons shall be applied; e) the minimum clear spacing between tendons shall be: horizontally : (dg+ 5 mm), 20 mm and ; vertically : dg, 10 mm and . 4.2.1.2.2 Transfer of prestress Clause 8.10.2.2 of EN 1992-1-1:2004 shall apply: NOTE “Good” bo
27、nd conditions are obtained for extruded and slip-formed elements. For the description of “good” and “poor” bond conditions, see Figure 8.2 of EN 1992-1-1:2004. 4.3 Finished product requirements 4.3.1 Geometrical properties 4.3.1.1 Production tolerances 4.3.1.1.1 Dimensional tolerances related to str
28、uctural safety The maximum deviations, measured in accordance with 5.2, on the specified nominal dimensions shall satisfy the following requirements: a) slab depth: h 150 mm: 5 mm, + 10 mm; h 250: 15 mm; 150 mm YptYptis the height of the position of considered tendon layer 4.3.3.2.2.3 Simplified exp
29、ression As an alternative to the above equation, the following simplified equation may be applied ()ctdcp2ctdwRdcffSIbVl+= where I is the second moment of area; S is the first moment of area above and about the centroidal axis bwis the width of the cross-section at the centroidal axis, = lx/ lpt2is
30、the degree of prestressing transmission (I 1,0); lxis the distance of the considered section from the starting point of transmission length; lpt2upper value of transmission length (see EN 1992-1-1:2004, Expression (8.18); cp= NEd/A is the full concrete compressive stress at the centroidal axis, DIN
31、EN 1168:2011-12 EN 1168:2005+A3:2011 (E) 18 fctd= fctk0,05/cis the design value of tensile strength of concrete; = 0,8 reducing factor; = 0,9 reducing factor referred to transmission length. Sections between the edge of the support and the section at a distance 0,5h from this edge (where h is the de
32、pth of the section), need not to be checked. VRd,cis the design value of shear resistance according to 6.2.2 of EN 1992-1-1:2004, in newtons; VETdis the design value of acting shear force taking into account the torsional moment, in newtons; TEdis the design value of the torsional moment in the cons
33、idered section, in newtons millimetres; bwis the width of the outermost web at the level of the centroidal axis (see Figure 4), in millimeters; bwis the sum of width of the webs at the level of the centroidal axis, in millimeters. DIN EN 1168:2011-12 EN 1168:2005+A3:2011 (E) 19 Figure 4 Eccentric sh
34、ear force fctdjis the design value of the tensile strength of the concrete in the joints; fctdtis the design value of the tensile strength of the concrete of the topping; hfis the sum of the smallest thicknesses of the upper and lower flange and the scaled thickness of the topping (see %Figure 5 !wh
35、ere this scaled thickness is the nominal thickness of the topping multiplied by the ratio between the tensile strength of the topping and the tensile strength of the slabs;“ hjis the net height of the joint (see %Figure 5 htis the thickness of the topping (see %Figure 5 a is the length of the load p
36、arallel to the joint ; asis the distance between the centre of the load and the centre of the joint. 4.3.3.2.4 Punching shear capacity In the absence of particular justifications, the punching shear capacity of slabs without topping VRd, in newtons, expressed as resisting point load, shall be calcul
37、ated as follows: +=ctdcpctdefRd30 1f,h fbVf DIN EN 1168:2011-12 EN 1168:2005+A3:2011 (E) 21 with bpdxll= 1 according to 6.2.2 of EN 1992-1-1:2004 where beffis the effective width of the webs according to %Figure 6&; cpis the concrete compressive stress at the centroidal axis due to prestressing. bef
38、f= bw1+ bw2+ bw3a) General situation beff= bw1+ bw2+ bw3c) General situation with structural topping beff = bw1+ bw2b) Free edge of floor-bay beff= bw1+ bw2d) Free edge of floor-bay with structural topping %Figure 6 Wltis the minimum section modulus in transverse direction per unit length related to
39、 the top fibre; Wlis the smaller of Wlbor Wlt. If the elements are designed by assuming load distribution according to the elastic theory, which means that a part of the loads acting on one element are distributed to adjacent elements, the limiting value of the tensile stress is fctdin the ultimate
40、limit state. The capacities for concentrated loads in this case, in the ultimate limit state, may be derived from the same equation, but in which qk, Fkand fctk 0,05shall be replaced by qd, Fdand fctd. 4.3.3.2.6 Load capacity of elements supported on three edges Distributed imposed loads on an eleme
41、nt of the floor with one supported longitudinal edge will cause torsional moments. The resulting support reaction due to this torsion shall be ignored in the design in the ultimate limit state. The shear stresses due to these torsional moments shall be limited to fctk 0,05/1,5 in the serviceability
42、limit state. %The load capacity qk, in newtons per millimeter, for imposed load per unit area which is the total load minus the load due to the self weight of the elements, shall be calculated, in the serviceability limit state, as follows: 2tctk0,05k06,0 lWfq = in which Wtis the lower value of Wt=
43、2t (h - hf)(b - bw) DIN EN 1168:2011-12 EN 1168:2005+A3:2011 (E) 23 and Wt= )/8,13(2hbhb+, where Wtis the torsional section modulus of an element according to the elastic theory, in cubic millimetres; t is the smallest of the values of hfand bw, in millimetres; hfis the smallest value of the upper o
44、r lower thickness of the flange; bwis the thickness of the outermost web, in millimeters; L is the length of the element. h is the total height of the elements, in metres. 4.3.7 Durability Clause 4.3.7 of EN 13369:2004 shall apply. 4.3.8 Other requirements Clause 4.3.8 of EN 13369:2004 shall apply.
45、5 Test methods 5.1 Tests on concrete Clause 5.1 of EN 13369:2004 shall apply. 5.2 %Tests on pre-stressing steel In case of thermal pre-stressing, all additional tests described in Annex K shall apply. a new production facility to confirm the proper functioning of the production machine(s). Initial t
46、ype testing shall be carried out for each singular cross section or if the sections are grouped into families (see 6.2.1), for a single section of each family. For each cross section to be tested: the prestressing or reinforcement level shall be at least 75 % of the maximum level scheduled for the g
47、iven cross section; three identical elements shall be tested and the reliability criteria of J.5 shall be checked for the individual and mean test results. NOTE Even to confirm the proper functioning of the casting equipment, the check of the criteria of J.5 requires calculation of shear capacity, i
48、rrespective of the declaration of the mechanical resistance properties to the market or not by the manufacturer. Cross sections belonging to the ongoing production legally put on the market at the date of publication of this amendment should not be considered as new and should be dispensed consequen
49、tly from type testing. 6.2.3 Further type testing Complementary to 6.2.3 of EN 13369:2004 the following shall apply. Further full scale type testing according to Annex J shall be performed if there is a major change in the design of the cross sections, in concrete strength, in the type or operating principal of the production machine or if there is another change which could significantly affect she
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