EN 13747:2005

2003-01.Slovenski inštitut za standardizacijo. Razmnoževanje celote ali delov tega standarda ni dovoljeno.Precast concrete products - Floor plates for floor systemsProduits préfabriqués en béton - Prédalles pour systemes de planchersBetonfertigteile - Plattendecken mit Ortbetonergänzung91.100.30Beton in betonski izdelkiConcrete and concrete productsICS:SIST EN 13747:2005enTa slovenski standard je istoveten z:EN 13747:200501-december-2005SIST EN 13747:2005SLOVENSKI
STANDARD
EUROPEAN STANDARDNORME EUROPÉENNEEUROPÄISCHE NORMEN 13747July 2005ICS 91.100.30 English VersionPrecast concrete products - Floor plates for floor systemsProduits préfabriqués en béton - Prédalles pour systèmesde planchersBetonfertigteile - Plattendecken mit OrtbetonergänzungThis European Standard was approved by CEN on 17 February 2005.CEN members are bound to comply with the CEN/CENELEC Internal Regulations which stipulate the conditions for giving this EuropeanStandard the status of a national standard without any alteration. Up-to-date lists and bibliographical references concerning such nationalstandards may be obtained on application to the Central Secretariat or to any CEN member.This European Standard exists in three official versions (English, French, German). A version in any other language made by translationunder the responsibility of a CEN member into its own language and notified to the Central Secretariat has the same status as the officialversions.CEN members are the national standards bodies of Austria, Belgium, Cyprus, Czech Republic, Denmark, Estonia, Finland, France,Germany, Greece, Hungary, Iceland, Ireland, Italy, Latvia, Lithuania, Luxembourg, Malta, Netherlands, Norway, Poland, Portugal, Slovakia,Slovenia, Spain, Sweden, Switzerland and United Kingdom.EUROPEAN COMMITTEE FOR STANDARDIZATIONCOMITÉ EUROPÉEN DE NORMALISATIONEUROPÄISCHES KOMITEE FÜR NORMUNGManagement Centre: rue de Stassart, 36
B-1050 Brussels© 2005 CENAll rights of exploitation in any form and by any means reservedworldwide for CEN national Members.Ref. No. EN 13747:2005: E

Inspection schemes.30 A.1 Process inspection.30 A.2 Finished product inspection.31 Annex B (informative)
Types of composite slabs.32 B.1 Scope.32 B.2 Different types of composite slabs.32 B.2.1 Solid composite slabs.32 B.2.2 Hollow composite slabs.32 B.3 Topping.33 Annex C (informative)
Stiffening ribs and void formers.34 C.1 Stiffening ribs.34 C.1.1 Nominal width of ribs.34 C.1.2 Nominal height of ribs.34 C.1.3 Nominal space between ribs.34 C.1.4 Distance between the edge of the floor plate and the centre line of the nearest rib.35 C.1.5 Specific case of reinforced floor plate with a single rib.35 C.2 Void formers.36 C.3 Additional examples of stiffening ribs and ball void formers.37 C.3.1 General.37 C.3.2 Dimensions.38 Annex D (informative)
Monolithism of composite slabs.40 D.1 General.40 D.2 Strength of connecting reinforcement.41 D.3 Anchorage of connecting reinforcement.41 Annex E (informative)
Detailing of support joints and anchorage of reinforcement of composite slabs.44 E.1 Scope.44 E.2 General.44 E.2.1 Effective support length.44 E.2.2 Types of connections.45 E.3 Anchorage of lower reinforcements of the composite slab.47 E.3.1 Anchorage on the end support.47 E.3.2 Anchorage in special cases.49 Annex F (informative)
Design of composite slab.53 F.1 General.53 F.2 Connections between adjacent floor plates.53 F.3 Bending ultimate limit state.55 F.4 Serviceability limit state.55 F.4.1 General.55 F.4.2 Serviceability limit state design of composite slab made of reinforced floor plate.56 F.4.3 Serviceability limit states design of composite slabs made of prestressed floor plates.59 F.5 Transverse bending design of composite slab.59 Annex G (informative)
Concrete strength at time of prestressing.61 G.1 General.61 G.1.1 Procedure.61 G.1.2 Interpretation of results.61 Annex H (informative)
Composite slabs with void formers.63 H.1 General.63 H.2 Material properties.63 H.2.1 Polystyrene/Air voids.63 H.2.2 Clay.63 H.3 Temperature profiles.64 H.4 Other items to be considered.64 Annex J (normative)
Testing to determine erection spans (type testing).65

Anchorage capacity of loops.71 Annex Y (Informative)
Choice of CE marking method.73 Y.1 General.73 Y.2 Method 1.73 Y.3 Method 2.73 Y.4 Method 3.73 Annex ZA (informative)
Clauses of this European standard addressing essential requirements or other provisions of the EU Directives.74 ZA.1 Scope and relevant characteristics.74 ZA.2 Procedure for attestation of conformity of floor plates for floor systems.76 ZA.2.1 System of attestation of conformity.76 ZA.2.2 EC Certificate and Declaration of conformity.77 ZA.3 CE marking and labelling.77 ZA.3.1 General.77 ZA.3.2 Declaration of geometrical data and material properties.79 ZA.3.3 Declaration of product properties.81 ZA.3.4 Declaration of compliance with a given design specification.83

the main reinforcement of the composite slab 3.1.3 prestressed floor plate floor plate in which the prestressing steel constitutes all or part of the main reinforcement of the composite slab 3.1.4 floor plate with lattice girders floor plate in which continuous lattice girders are incorporated generally in the longitudinal direction (i.e. parallel to the span) to provide strength and rigidity for transient situations 3.1.5 floor plate with ribs floor plate in which continuous stiffening ribs are positioned generally in the longitudinal direction (i.e. parallel to the span) to provide strength and rigidity for transient situations 3.2 lattice girders two dimensional or three dimensional metallic structure comprising an upper chord, one or more lower chords and continuous or discontinuous diagonals which are welded or mechanically connected to the chords Figure 1 gives some examples of lattice girders.
a) continuous diagonals
b) continuous diagonals with steel profile unfilled with concrete

c) discontinuous diagonals Figure 1 — Examples of lattice girders 3.3 stiffening rib continuous concrete profile formed on the upper surface of the floor plate during the precasting operation. It extends generally in the main direction of the floor plate. Figure 2 gives examples of different stiffening rib configurations
a)
rectangular ribs b)
T-section ribs Figure 2 — Examples of stiffening ribs 3.4 Dimensions 3.4.1 length, L dimension of the product in the main mechanical direction (i.e. supporting the
most important bending moment) 3.4.2 width, b dimension perpendicular to the length 3.4.3 thickness, hp nominal distance between the upper and the lower faces of the floor plate. Where the upper surface is uneven (see Figure 3) the distance should be measured to the mean plane of the surface
Figure 3 — Thickness hp of a floor plate

a) lattice girder b) loops Figure 4 — Examples of connecting reinforcement

a) lattice girder b) loops Figure 5 — Examples of shear reinforcements 3.6 Void formers 3.6.1 void former element glued, connected or otherwise incorporated into the floor plate during or after precasting (see Figure 6), but before delivery. These elements are generally intended to decrease the weight of the floor
a) glued or connected b) incorporated Figure 6 — Void formers 3.6.2 non-structural void former void former that does not contribute to the mechanical strength of the composite slab 3.6.3 structural void former void former that, together with the cast-in-situ concrete, contributes to the mechanical strength of the composite slab 3.7 cast in unit unit incorporated into the floor plate during precasting, e.g. lifting inserts, junction or switch boxes, conduits, ducts, etc.

shall apply. 4.1.3.2 Lattice girders Bars and coils used in production of lattice girder shall comply with EN 10080. The weld strength or the mechanical strength of joints of lattice girder shall match the anchorage requirements in the concrete. 4.1.3.3 Connecting reinforcement Connecting reinforcement, other than lattice girder, shall be ribbed, indented or smooth steel complying with their relevant standards. Where its suitability can be proven prestressing wires and strands may also be used. When a welded longitudinal bar is present the steel of connecting reinforcement shall be weldable. The weld strength or the mechanical strength of joints of connecting reinforcement shall match the anchorage requirements in the concrete. 4.1.4 Prestressing steel Clause 4.1.4 of EN 13369:2004 shall apply. For prestressing steel, the nominal diameter shall be less than or equal to 13 mm. Only indented wire or strands made of several smooth or indented wires shall be used. 4.1.5 Inserts and connectors Clause 4.1.5 of EN 13369:2004
shall apply.
may be assumed for extruded, slipformed and cast elements on conditions given in
Figure 8.2 of EN 1992-1-1:2004. Slippage of tendons shall be verified in accordance with 5.4.2. 4.2.3.2.5 Limit values for prestressing force The value of the prestressing force shall be limited by the following two conditions: a) Minimum prestress The mean value of compressive stress, σp,m, in the concrete cross section of the floor plate as a result of the only action of the final prestressing force shall not be less than 1,5 MPa. b) Maximum prestress In the absence of reinforcement in upper part of the floor plate, the maximum tensile stress in the upper fibre of the floor plate shall be limited to 0,30 fcmin,p2/3. NOTE fcmin,p is the strength of the concrete at the time of prestressing. The maximum compressive stress in the lower part of the floor plate shall not exceed 0,66 fcmin,p. 4.2.3.2.6 Losses of prestress The final prestressing force, Pm,∞, is equal to the initial prestressing force, Po, less the total losses ∆P after an infinite time. For the determination of prestressing losses, in the absence of more accurate calculation, the values should be deduced from Table 2.

Key dg = maximum aggregate size Ø = diameter of the bar NOTE For definition of ∅n see 8.9.1 of EN 1992-1-1:2004. Figure 7 — Minimum distances for good concreting and compaction In order to ensure adequate compaction of the topping around connecting reinforcement, the free distance between the upper surface of the floor plate and the underside of loops or stirrups shall not be less than 35 mm. If there is a longitudinal bar welded to the top of the loops or stirrups, this distance may be reduced to 20 mm (see Figure 8).

a) loops without longitudinal bar b) loops with longitudinal bar
c) lattice girder with welded longitudinal bar Figure 8 — Protruding connecting reinforcement 4.2.4.1.2 Positioning of connecting reinforcement in the floor plate When the connecting reinforcement is made of continuous loops, the nominal distance between two adjacent reinforcement lines shall be no greater than 4 ht or 835 mm whichever is the lesser (see Figure 9). The distance between vertical legs of a same loop or of two adjacent loops shall be as follows:  between the centre axes of two adjacent loops ≤ 300 mm;  between the adjacent legs of two loops ≥ 30 mm.

Key 1 shear force direction Figure 9 — Spacing of connecting reinforcement 4.2.4.1.3 Connection with the supporting structure Some typical construction details are indicated in Annex E. 4.2.4.1.4 Connection between adjacent floor plates Connection details shall be given in project specifications. Examples of reinforcement details between adjacent floor plates are shown in Annex F. 4.2.4.2 Particular requirements for positioning of lattice girders The positioning of lattice girders shall comply with the following requirements: 4.2.4.2.1 Distance between lattice girders The nominal distance between axis of lattice girders shall be such that (see Figure 10): a ≤ [835 or (15 hp + 125)] mm whichever is the lesser

Figure 10 — Distance between axis of lattice girders 4.2.4.2.2 Distance between the outer lattice girder and the nearest edge of the floor plate The nominal distance between the centreline of the edge lattice girder and the nearest edge of the floor plate shall be such that (see Figure 11): a2 ≤ 0,5 [835 or (15 hp + 125)] mm whichever is the lesser
Figure 11 — Distance between the axis of the outer lattice girder and the nearest edge 4.2.4.2.3 Specific case of reinforced floor plate with a single lattice girder The nominal width of a reinforced floor plate with a single lattice girder shall be such that (see Figure 12): b ≤ 0,75 (15 hp + 125) mm or b ≤ 630 mm whichever is the lesser
Figure 12 — Case of a floor plate with a single lattice girder

Figure 13 — Minimum embedment of lower chord of the lattice girder into the floor plate 4.2.4.2.5 Longitudinal positioning of lattice girder The nominal distance, lg, from the lower joint of the first diagonal to the nearest edge of the floor plate shall not be greater than 250 mm if this element should be a reinforced plate with lattice girder (see Figure 14). NOTE Short lattice girders which do not fit this requirement should be added (e.g. as bond reinforcement). Dimensions in millimetres
Figure 14 — Longitudinal positioning of lattice girders 4.2.4.3 Particular requirements for positioning of prestressing tendons 4.2.4.3.1 Positioning of prestressing tendons in the floor plates without ribs The pretensioned tendons shall be located on one or more layers according to the thickness of the floor plate. When the floor plate thickness is less than 60 mm the prestressing tendons should be located on one layer, situated
close to the middle plane of the floor plate in order to avoid tensile stress in the concrete.

or ∅, whichever is the largest;  vertically: dg, 10 mm
or ∅ whichever is the largest. e) the nominal distance le, between the outer tendon edge and the nearest longitudinal edge of the floor plate shall be not lesser than 3 ∅ and not greater than 150 mm.
Figure 15 — Positioning of prestressing tendons in floor plate without ribs 4.2.4.3.2 Positioning of prestressing tendons in ribs When prestressing tendons are located in ribs and in the absence of specific justifications, the nominal concrete cover, c, defined as the distance of the prestressing tendon to the nearest edge of the rib shall comply with (see Figure 16): c ≥ (3 ∅ or 15 mm) whichever is the greater where ∅ is the greatest nominal diameter of tendons.

Figure 16 — Positioning of prestressing tendons in ribs 4.3 Finished product requirements 4.3.1 Geometrical properties 4.3.1.1 Production tolerances 4.3.1.1.1 Dimensional tolerances The maximum deviations, measured in accordance with 5.2, on the specified nominal dimensions shall satisfy the following requirements: a) ± 20 mm for the nominal length; b) (+ 5, − 10) mm for the nominal width; NOTE 1 These values should apply to floor plates of standard width. In the other cases, different tolerances may be defined. c) (+ 10, − X) mm for the nominal average thickness with X =Min(hp/10 ; 10 mm) ≥ 5 mm (greater tolerances as + 15, −10) mm may be accepted locally however); d) ± (5 + Le/1000) mm for straightness of edges of the floor plate where Le is the nominal length of a edge of the floor plate; e) 1 mm with the straightedge of 20 cm length and 3 mm with the straightedge of 1,0 meter length on the flatness of the moulded surface; f) ± 30 mm for the position and the dimensions of cut outs and notches; g) ± 50 mm in the longitudinal direction and ± bw/10 in the transversal direction for the position of incorporated units and void formers, where bw is the nominal width of a stiffening or a cast-in-situ rib between void formers (generally at the weakest level); h) (+ 10, -X) mm for the eight hr of the ribs with X= Min (hr/10 ; 10 mm) ≥ 5 mm. NOTE 2 Reduced tolerance values, in place of those given above, should be declared by the manufacturer.
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