EN 15037-1:2008

2003-01.Slovenski inštitut za standardizacijo. Razmnoževanje celote ali delov tega standarda ni dovoljeno.Montažni betonski izdelki - Stropni sistemi iz nosilcev in polnil - 1. del: NosilciVorgefertigte Betonerzeugnisse - Rippen-rund Balkendecken mit Zwischenbauteilen - Teil 1: TrägerProduits préfabriqués en béton - Systemes de planchers a poutrelles et entrevous - Partie 1: PoutrellesPrecast concrete products - Beam-and-block floor systems - Part 1: Beams91.100.30Beton in betonski izdelkiConcrete and concrete products91.060.30Stropi. Tla. StopniceCeilings. Floors. StairsICS:Ta slovenski standard je istoveten z:EN 15037-1:2008SIST EN 15037-1:2008en01-junij-2008SIST EN 15037-1:2008SLOVENSKI
STANDARD
EUROPEAN STANDARDNORME EUROPÉENNEEUROPÄISCHE NORMEN 15037-1April 2008ICS 91.100.30 English VersionPrecast concrete products - Beam-and-block floor systems -Part 1: BeamsProduits préfabriqués en béton - Systèmes de planchers àpoutrelles et entrevous - Partie 1: PoutrellesBetonfertigteile - Balkendecken mit Zwischenbauteilen -Teil 1: BalkenThis European Standard was approved by CEN on 30 June 2007.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 CEN 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 translationunder the responsibility of a CEN member into its own language and notified to the CEN Management Centre has the same status as theofficial versions.CEN members are the national standards bodies of Austria, Belgium, Bulgaria, 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 STANDARDIZATIONCOMITÉ EUROPÉEN DE NORMALISATIONEUROPÄISCHES KOMITEE FÜR NORMUNGManagement Centre: rue de Stassart, 36
B-1050 Brussels© 2008 CENAll rights of exploitation in any form and by any means reservedworldwide for CEN national Members.Ref. No. EN 15037-1:2008: ESIST EN 15037-1:2008

Inspection schemes for beams.28 A.1 General.28 A.2 Process inspection.28 A.3 Finished product inspection.28 Annex B (informative)
Typology of beam-and-block floor systems.30 B.1 General.30 B.2 Floor systems with cast in-situ structural topping.30 B.3 Floor systems with composite topping.31 B.4 Floor systems with partial topping.32 B.5 Floors with self-bearing beams.33 Annex C (informative)
Monolithism of composite floor systems.34 C.1 General.34 C.2 Strength of connecting reinforcement.36 C.3 Anchorage of connecting reinforcement.36 Annex D (informative)
Detailing of supports and anchorage of reinforcement.39 D.1 General.39 D.2 Construction of supports.39 D.3 Anchorage of reinforcements.47 Annex E (informative)
Design of composite floor systems.49 E.1 General.49 E.2 Resisting section of the finished floor system.49 SIST EN 15037-1:2008

Design of self-bearing beams.65 F.1 General.65 F.2 Design value of the ultimate limit state bending moment.65 F.3 Serviceability limit state of prestressed beams.65 F.4 Design value of the resisting shear force.65 Annex G (informative)
Diaphragm action.66 G.1 General.66 G.2 Case of low rise building.67 Annex H (normative)
Testing to determine erection spans.68 H.1 General.68 H.2 Determination of erection span.68 H.3 Apparatus.69 H.4 Test arrangement.69 H.5 Loading procedure.70 H.6 Interpretation of results.71 H.7 Test report.73 Annex J (informative)
Concrete strength at time of release of tendons.74 J.1 General.74 Annex K (informative)
Resistance to fire.76 K.1 General.76 K.2 Fire resistance of beam-and-block floor systems.76 K.3 Determination by testing.76 K.4 Evaluation by calculation.76 K.5 Tabulated data.78 Annex L (informative)
Acoustic insulation.79 L.1 General.79 L.2 Airborne sound insulation.79 L.3 Impact sound insulation.79 Annex Y (informative)
Choice of CE marking method.81 Y.1 General.81 Y.2 Method 1.81 Y.3 Method 2.81 Y.4 Method 3.81 Annex ZA (informative)
Relationship between this European Standard and the Essential Requirements of EU Directive 89/109/EEC, EU Construction Products Directive.82 ZA.1 Scope and relevant characteristics.82 ZA.2 Procedure for attestation of conformity of beams for beam-and-block floor systems.84 ZA.3 CE marking and labelling.85
1) to be developed SIST EN 15037-1:2008

1-2: General rules — Structural fire design EN 10080:2005, Steel for the reinforcement of concrete — Weldable reinforcing steel — General EN 12390-4:2000, Testing hardened concrete — Part 4: Compressive strength — Specification for testing machines EN 13369:2004, Common rules for precast concrete products prEN 15037-2, Precast concrete products — Beam-and-block floor systems — Part 2: Concrete blocks prEN 15037-3, Precast concrete products — Beam-and-block floor systems — Part 3: Clay blocks 3 Terms and definitions For the purposes of this document, the terms and definitions given in EN 13369:2004 and the following apply. 3.1 beam linear structural element of small cross-sectional area, made of reinforced concrete or prestressed concrete, entirely or partially precast NOTE It may include elements which may or may not contribute to its strength (e.g. clay lower toe, clay shells) as shown in Figure 1 SIST EN 15037-1:2008

a) inverted T beams b) I beams
c) beams with lattice girder
d) beams with clay shells Figure 1 — Examples of beams 3.2 prestressed concrete beam beam prestressed by pretensioning of prestressing steel which constitute the main reinforcement of the floor system 3.3 reinforced concrete beam beam whose longitudinal reinforcement made of reinforcing steel constitutes the main reinforcement of the floor system 3.4 self-bearing beam reinforced or prestressed concrete beam which provides the final strength of the floor system independently of any other constituent part of the floor system SIST EN 15037-1:2008

a) lattice girder b) loop reinforcement Figure 2 — Examples of connecting reinforcement 3.8 shear reinforcement reinforcement with angle generally between 45° and 90° to the longitudinal axis of the beams NOTE It is said to be "internal" if it provides only resistance to the shear force of the beam alone. In practice it consists of lattice girders, loop reinforcement, stirrups, etc. 3.9 lattice girder 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 NOTE Figure 3 gives some examples of lattice girders SIST EN 15037-1:2008

a) continuous diagonals b) discontinuous diagonals Figure 3 — Examples of lattice girders 3.10 beam-and-block floor system floor made from a combination of parallel beams with blocks placed between them, and possibly with a cast in-situ topping which may or may not act as a compression slab 3.11 compression slab compressed upper flange of a section of structural floor NOTE It could be a distribution slab connected to the ribs or a topping by considering the upper part of the rib and the top flange of the resisting blocks 3.12 distribution slab reinforced monolithic concrete slab cast in situ over the whole floor surface, in order to spread the concentrated loads over the ribs or to ensure the bending of the slab between ribs 4 Requirements 4.1 Material requirements 4.1.1 General 4.1.1 of EN 13369:2004 shall apply. 4.1.2 Constituent materials of concrete 4.1.2 of EN 13369:2004 shall apply. 4.1.3 Reinforcing steel 4.1.3.1 Bars, coils and welded mesh 4.1.3 of EN 13369:2004 shall apply. 4.1.3.2 Lattice girders Lattice girder shall comply with EN 10080. 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 or strands can be used. SIST EN 15037-1:2008

4.2.2 Hardened concrete 4.2.2.1 Strength classes 4.2.2.1 of EN 13369:2004 shall apply. 4.2.2.2 Compressive strength 4.2.2.2 of EN 13369:2004 shall apply. In addition, the minimum concrete compressive strength on delivery shall not be less than 20 MPa for reinforced beams and 25 MPa for prestressed beams. NOTE For prestressed concrete beams for which the minimum concrete strength required at time of release is given, it is not necessary to check the strength of the concrete on the delivery date. The concrete class shall not be less than C25/30 for reinforced beams and C30/37 for prestressed beams. 4.2.3 Structural reinforcement 4.2.3.1 Processing of reinforcing steel 4.2.3.1 of EN 13369:2004 shall apply. 4.2.3.2 Tensioning and prestressing 4.2.3.2.1 Initial tensioning stresses 4.2.3.2.1 of EN 13369:2004 shall apply. 4.2.3.2.2 Accuracy of tensioning 4.2.3.2.2 of EN 13369:2004 shall apply. SIST EN 15037-1:2008

a) reinforced beam b) prestressed beam
c ≥ cv if α ≥ 45° c ≥ ch + 5 mm if α < 45° c) reinforced and prestressed beams Key (1) diameter of the maximum reinforcement Figure 4 — Nominal clear spacing 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 beam 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 should be reduced to 20 mm (see Figure 5). SIST EN 15037-1:2008

a) loops without longitudinal reinforcement b) loops with welded longitudinal reinforcement c) lattice girder Figure 5 — Positioning of connecting reinforcement for good concreting and compaction 4.2.4.3 Particular requirements for connecting and shear reinforcement When connecting or shear reinforcement is used:  legs or diagonals of connecting reinforcement shall be made of smooth, indented or ribbed steel;  nominal diameter of legs or diagonals of connecting or shear reinforcement shall be comprised between 4 mm and 8 mm inclusive;  manufacturer shall declare on the basis of a calculation or by testing the pull out strength of the connecting reinforcement in the concrete of the beam;  welded joint strength shall be guaranteed;  under justifications, the connecting or shear reinforcement may also be made of prestressing wires by limiting the tensile strength at 500 Mpa. 4.2.4.4 Particular requirements for positioning of prestressing tendons A minimum distance cmin shall be maintained between the outer edge of pretensioned prestressing tendons and the closest concrete surface so as to prevent the risk of longitudinal cracking of the beams. In the absence of specific calculations or tests, the minimum concrete cover cmin between the outer edge of the tendon and the closest concrete surface shall be at least (see Figure 6):  when the nominal centre to centre distance of the strands ≥ 3 ∅ : cmin = 1,5 ∅  when the nominal centre to centre distance of the strands ≤ 2,5 ∅ : cmin = 2,5 ∅ cmin should be derived by linear interpolation between the previous calculated values. NOTE 1 If different reinforcement diameters are used, the average diameter for condition on nominal axes is taken into account for the centre distance. SIST EN 15037-1:2008

Figure 6 — Minimum dimension to prevent cracking of concrete of prestressed beams NOTE 2 When a clay toe or a clay shell is present, and if the bottom part of the joints between the clay elements are filled in with concrete effectively, a x mm of clay thickness may be considered equivalent to a concrete cover equal to x mm (for active and passive reinforcement). 4.3 Finished product requirements 4.3.1 Geometrical properties 4.3.1.1 General Complementary to 4.3.1 of EN 13369:2004, next subclauses shall apply. For technical documentation see Clause 8. 4.3.1.2 Production tolerances 4.3.1.2.1 General The maximum deviations, measured in accordance with 5.2, on the specified nominal dimensions shall satisfy the following requirements. 4.3.1.2.2 Dimensional tolerances a) nominal concrete length: ± 25 mm b) nominal depth h: (− 5 ; + 10 ) mm if h ≤ 100 mm (− 5h /100 ; + 10) mm if 100 ≤ h ≤ 200 mm (− 10 ; + 10) mm if 200 ≤ h ≤ 500 mm c) width of the toe: ± 5 mm d) other transverse dimensions: — self-bearing beams and non self-bearing beams without overhang: (− 5 ; + 10) mm — non self-bearing beams with overhang: (− 5 ; + 5) mm NOTE The conditions for considering a beam with overhang are given in Table 3 (type c2b). SIST EN 15037-1:2008

≤ 1/250th of this concrete length 4.3.1.2.3 Tolerances in the positioning of reinforcement a) Passive longitudinal reinforcement:  position in the transverse section: vertically: ± 5 mm on individual reinforcement  longitudinal position: ± 15 mm  protruding length: [− 20 mm ; + 50 mm]
NOTE The tolerance on the longitudinal position may be increased if specific provisions guarantee an equivalent level of safety. b) Prestressed reinforcement  position in the transverse section: vertically: ± MIN[5% hc;10 mm] on individual reinforcement
± MAX[hc/40;3 mm] on the centre of gravity of prestressed reinforcement with hc the concrete height of the beam excluding lattice girder (see Figure 7) horizontally: ± 10 mm on individual reinforcement — protruding length:
[− 20 mm ; + 50 mm]
c) Transverse reinforcement (connecting and shear reinforcement)  position in the transverse section: vertically: ± 10 mm horizontally: ± 10 mm on individual reinforcement  longitudinal position: ± 30 mm 4.3.1.3 Minimum dimensions Complementary to 4.3.1.2 of EN 13369:2004, next subparagraphs shall apply. The dimensions shall be verified according to 5.2.2. a) Depth  self-bearing beams: 100 mm ≤ h ≤ 500 mm  non self-bearing beams: 70 mm ≤ h ≤ 500 mm  non self-bearing beams without lattice girder and without web: h ≥ 60 mm b) Widths  bottom width: bo ≥ 85 mm  web width: bw ≥ 40 mm SIST EN 15037-1:2008

a) inverted T beams b) beams with lattice girder
c) beams with clay shells Figure 7 — Definitions of beam dimensions c) Dimensions of toe rebate (see Figure 8)  bearing surface: bf ≥ 20 mm  thickness: hf
≥ Max [0,9 bf ; 30 mm]  angle: αf ≤ 35° Nominal dimensions in millimetres
Figure 8 — Dimensions of toe rebate NOTE The distance of 10 mm between the nib of the block and the diagonal of the lattice girder is given as a minimum value (cover). SIST EN 15037-1:2008

0,41 0,48 0,54 0,6 — The top of the beam is rough (surface with at least 3 mm roughness at no more than 20 mm spacing), or transversally grooved or corrugated. The sides of the beam are moulded, slipformed or extruded (no overhang)
c2a — For clay beams with web, the sides are grooved and the depth of the floor is equal to the height of the beam
c2b — The top and sides of the beam are slipformed or extruded and are tapered towards the flange with an overhang greater than 4 mm and an angle of at least 6 % over a height greater than 2/3 of the effective depth of the bond hu
0,46 0,55 0,63 0,7 c3a — The beam is as described in c2b and the top is rough as defined in c2a
0,58 0,69 0,79 0,8 SIST EN 15037-1:2008

0,60 0,75 0,90 0,9 NOTE 1 For the verification in accidental situations, the values of vRdi may be increased by 25 %. NOTE 2 Clay elements (beams and blocks) may be dampened just before pouring in-situ concrete. 4.3.3 Mechanical resistance 4.3.3.1 General 4.3.3.1 of EN 13369:2004 shall apply. For Technical Documentation see Clause 8. 4.3.3.2 Verification by calculation 4.3.3.2 of EN 13369:2004 shall apply. 4.3.3.3 Verification by calculation aided by physical testing Complementary to 4.3.3.3 of EN 13369:2004, the following requirements shall apply. For transient situations, the design model used to calculate the capacity of reinforced or prestressed concrete beams shall be initially validated by tests. For confirmation of design model, a test method is given in Annex H. SIST EN 15037-1:2008

Key 1 Lifting points Figure 9 — Examples of positions of lifting points 4.3.4 Resistance and reaction to fire 4.3.4.1 Resistance to fire Fire resistance, dealing with load-bearing capacity of beams for beam-and-block floor systems, expressed in terms of classes, shall be declared following 4.3.4.1 to 4.3.4.3 of EN 13369:2004. NOTE 1 For the verification of standard fire resistance by testing, EN 1365-2 should apply. The method given in Annex K may be used to determine the fire-resistance of the floor system. NOTE 2 The fire design of the floor system may be given by the manufacturer in the technical documentation (see Clause 8). 4.3.4.2 Reaction to fire 4.3.4.4 of EN 13369:2004 shall apply 4.3.5 Acoustic properties 4.3.5 of EN 13369:2004 shall apply. NOTE Acoustic performances depend on the finished floor system (type of blocks, applied elements in upper and/or lower face of the floor, etc.). For design purposes, the airborne and impact sound insulation may, in the absence of test results, be estimated according to Annex L. 4.3.6 Thermal properties 4.3.6 of EN 13369:2004 shall apply. SIST EN 15037-1:2008
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