EN 1168:2005+A3:2011
(Main)Precast concrete products - Hollow core slabs
Precast concrete products - Hollow core slabs
This European Standard deals with the requirements and the basic performance criteria and specifies minimum values where appropriate for precast hollow core slabs made of prestressed or reinforced normal weight concrete according to EN 1992-1-1:2004.
This European Standard covers terminology, performance criteria, tolerances, relevant physical properties, special test methods, and special aspects of transport and erection.
Hollow core elements are used in floors, roofs, walls and similar applications. In this European Standard the material properties and other requirements for floors and roofs are dealt with; 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 shear through joints contiguous elements. For diaphragm action the joints have to function as horizontal shear joints.
To improve this action vertical grooves may be provided.
The elements are manufactured in factories by extrusion, slipforming or mouldcasting. Fitting slabs (narrowed slab elements) and recesses to the hollow core slabs can be made during production or afterwards. Hollow core slabs can have provisions for thermal activation, heating, cooling, sound insulation, etc. Due to these provisions, the concrete temperature remains in it’s natural range.
This European Standard also deals with solid slab elements used in conjunction with hollow core slabs and manufactured by extrusion, slipforming or mouldcasting, equivalent to the manufacturing of hollow core slabs. These solid slabs have the same overall cross-section as hollow core slabs, however without hollow cores.
The application of the standard is limited for prestressed elements to a maximum depth of 500 mm and for reinforced elements to a maximum depth of 300 mm.
For both types, the maximum width without transverse reinforcement is limited to 1 200 mm and with transverse reinforcement to 2 400 mm.
The elements may be used in composite action with an in situ structural topping cast on site.
The applications considered are floors and roofs of buildings, including areas for vehicles in the category F and G of EN 1991-1-1 which are not subjected to fatigue loading. For building in seismic zones additional provisions are given in EN 1998-1.
This European Standard does not deal with complementary matters. E.g. the slabs should not be used in roofs without additional protection against water penetration.
Betonfertigteile - Hohlplatten
Diese Europäische Norm legt die Anforderungen und die grundlegenden Leistungskriterien und, sofern dies angemessen ist, in Übereinstimmung mit EN 1992 1 1:2004 die Mindestwerte für vorgefertigte Spannbeton- oder Stahlbetonhohlplatten fest.
Diese Europäische Norm behandelt die Terminologie, Leistungskriterien, Toleranzen, wesentliche physika-lische Eigen¬schaften, besondere Prüfverfahren und speziell auf den Transport und die Montage bezogene Aspekte.
Hohlplatten werden für Decken, Dächer, Wände und ähnliche Anwendungsbereiche verwendet. In dieser Euro¬pä¬ischen Norm werden die Baustoffeigenschaften und andere Anforderungen an Decken und Dächer behandelt; für den Sonderfall der Verwendung für Wände und sonstige Anwendungen wird auf die ent¬spre-chenden Produktnormen hinsichtlich möglicher zusätzlicher Anforderungen verwiesen.
%Die Bauteile haben Seitenkanten mit einer Längsprofilierung zur Bildung eines Querkraftschlusses zur Über¬tragung von vertikalen Querkräften über die Fugen zwischen zwei benachbarten Bauteilen.& Um die Scheiben¬wirkung sicherzustellen, müssen die Fugen als horizontale Schubfugen wirken.
%Um diese Maßnahme zu verbessern, können vertikale Verzahnungen erzeugt werden.
Die Bauteile werden in Fertigteilwerken mit Extrudern, Gleitfertigern oder in Einzelformen hergestellt. Passplatten (mit geringeren Breiten) und Aussparungen in den Hohlplatten können während der Produktion oder anschließend gefertigt werden. Hohlplatten können Vorrichtungen zur thermischen Aktivierung, Erwärmung, Abkühlung, Schalldämmung usw. enthalten. Aufgrund dieser Vorrichtungen bleibt die Betontemperatur in ihrem natürlichen Bereich.&
%Diese Europäische Norm behandelt ebenfalls massive Deckenplatten, die in Verbindung mit Hohlplatten verwendet und wie diese mit Extrudern, Gleitfertigern oder in Einzelformen hergestellt werden. Diese massiven Deckenplatten haben denselben Querschnitt wie Hohlplatten, jedoch ohne Hohlräume.&
Die Anwendung der Norm ist beschränkt auf Spannbetonbauteile mit einer maximalen Dicke von 500 mm und bei Stahlbetonbauteilen auf 300 mm.
Bei beiden Bauarten beträgt die maximale Breite 1 200 mm ohne Querbewehrung und 2 400 mm mit Querbewehrung. &
Die Bauteile dürfen als Verbundbauteil mit einer statisch mitwirkenden Ortbetonschicht verwendet werden.
Der Anwendungsbereich umfasst Decken und Dächer von Gebäuden, einschließlich Fahr- und Parkflächen für Fahrzeuge der Kategorien F und G nach EN 1991-1-1, die keinen Ermüdungseinwirkungen unterworfen sind. Für das Bauen in Erdbebengebieten sind in EN 1998 1 zusätzliche Vorschriften angegeben.
Diese Europäische Norm gilt nicht für ergänzende Dinge. So sollten die Platten z. B. nicht ohne zusätzlichen Schutz gegen das Eindringen von Wasser in Dächern verwendet werden.
Produits préfabriqués en béton - Dalles alvéolées
La présente Norme européenne spécifie les prescriptions et les critères relatifs aux performances de base, et spécifie, lorsque nécessaire, les valeurs minimales pour les dalles alvéolées préfabriquées en béton de masse volumique normale précontraint ou armé, conformément à l'EN 1992-1-1:2004.
La présente Norme européenne couvre la terminologie, les critères de performances, les tolérances, les propriétés physiques pertinentes, les méthodes d'essai particulières et les aspects relatifs au transport et à la mise en uvre.
Les dalles alvéolées sont utilisées dans les planchers, les toitures, les murs et pour des applications similaires. Dans la présente norme, sont traitées les propriétés des matériaux ainsi que d’autres prescriptions pour une utilisation en planchers et en toitures ; pour des utilisations spéciales en murs et autres applications, se reporter aux éventuelles prescriptions supplémentaires dans les normes de produits concernées.
%Les bords latéraux des éléments présentent un profil cranté afin de former une clé de cisaillement pour transférer le cisaillement à travers les joints des éléments contigus.& Pour la fonction diaphragme, les joints doivent permettre la transmission du cisaillement horizontal.
Pour améliorer cette action, il est possible de prévoir un crantage vertical.&
Les éléments sont fabriqués en usine par extrusion, filage ou moulage. %Les dalles démodulées (éléments de dalles réduits) et les trémies dans les dalles alvéolées peuvent être réalisées pendant ou après la production. Pour les dalles alvéolées, il est possible de prévoir des réservations pour tenir compte de l’inertie thermique, du chauffage, du refroidissement, de l’isolation acoustique, etc. Grâce à ces réservations, la température du béton reste comprise dans son domaine normal.&
La présente Norme européenne traite également des éléments de dalles pleines utilisés conjointement avec les dalles alvéolées et fabriqués par des procédés d'extrusion, de filage ou de moulage équivalant aux procédés de fabrication des dalles alvéolées. Ces dalles pleines ont la même section transversale totale que les dalles alvéolaires, mais sans les alvéoles.&
L'application de la présente norme est limitée aux éléments précontraints ayant une hauteur maximale de 500 mm et aux éléments armés ayant une hauteur maximale de 300 mm.
Pour les deux types, la largeur maximale est limitée à 1 200 mm pour les éléments sans armature transversale et à 2 400 mm pour les éléments avec armatures transversales.&
Les éléments peuvent être utilisés avec une dalle rapportée structurelle coulée en place de manière à créer une action composite.
Les applications envisagées sont les planchers et les toitures de bâtiments, y compris les zones pour véhicules de catégories F et G telles que définies dans l'EN 1991-1-1:2004 qui ne sont pas soumises à des charges de fatigue. Pour les bâtiments en zones sismiques, des prescriptions supplémentaires sont données dans l'EN 1998-1.
La présente Norme européenne ne traite pas des aspects complémentaires. Par exemple, il convient de ne pas utiliser les dalles en toitures sans une protection supplémentaire contre la pénétration de l'eau.
Montažni betonski izdelki - Votle plošče
Ta evropski standard obravnava zahteve in osnovna merila učinkovitosti ter po potrebi določa najnižje vrednosti za montažne votle plošče iz prednapetega ali armiranega normalno težkega betona v skladu s standardom EN 1992-1-1:2004.
Ta evropski standard zajema izrazje, merila učinkovitosti, tolerance, ustrezne fizikalne lastnosti, posebne preskusne metode ter posebne vidike transporta in postavitve.
Votli elementi se uporabljajo za tla, strehe, zidove in podobne namene uporabe. V tem evropskem standardu so obravnavane lastnosti materiala ter druge zahteve za tla in strehe; v zvezi s posebno uporabo v zidovih in druge uporabe glejte ustrezne standarde za izdelke za morebitne dodatne zahteve.
Elementi imajo stranske robove z brazdastim profilom, da nastane strižni ključ za prenos striga skozi spoje med sosednjimi elementi. Za delovanje po načelu diafragme morajo biti spoji izvedeni kot vodoravni križni spoji.
Za izboljšanje tega delovanja so lahko predvideni navpični utori.
Elementi so izdelani v tovarnah z vbrizgavanjem, drsnimi opaži ali ulivanjem v model. Prilagajanje plošč (zožanih elementov plošč) in utorov votlim ploščam se lahko opravi med proizvodnjo ali pozneje. Votle plošče imajo možnost omogočanja toplotnega aktiviranja, gretja, hlajenja, zvočne izolacije itd. Zaradi tega ostaja temperatura betona znotraj naravnega razpona.
Ta evropski standard obravnava tudi polne plošče, ki se uporabljajo z votlimi ploščami in so izdelane z vbrizgavanjem, drsnimi opaži ali ulivanjem v model na enak način kot votle plošče. Te polne plošče imajo enak skupni prerez kot votle plošče, a nimajo votle sredice.
Uporaba standarda je za prednapete elemente omejena na največjo globino 500 mm in za armirane elemente na največjo globino 300 mm.
Pri obeh vrstah je največja širina brez prečne ojačitve omejena na 1 200 mm, s prečno ojačitvijo pa na 2 400 mm.
Elementi se lahko togo združijo na kraju samem s konstrukcijskim zaključkom, ulitim na gradbišču.
Obravnavane uporabe so tla in strehe zgradb, vključno z območji za vozila v kategorijah F in G standarda EN 1991-1-1, pri katerih ne prihaja do utrujanja zaradi obremenitve. Za zgradbe na potresnih območjih so v standardu EN 1998-1 podane dodatne določbe.
Ta evropski standard ne obravnava dopolnilnih zadev. Npr. plošč naj ne bi uporabljali v strehah brez dodatne zaščite pred vdiranjem vode.
General Information
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Standards Content (Sample)
2003-01.Slovenski inštitut za standardizacijo. Razmnoževanje celote ali delov tega standarda ni dovoljeno.Betonfertigteile - HohlplattenProduits préfabriqués en béton - Dalles alvéoléesPrecast concrete products - Hollow core slabs91.100.30Beton in betonski izdelkiConcrete and concrete productsICS:Ta slovenski standard je istoveten z:EN 1168:2005+A3:2011SIST EN 1168:2005+A3:2012en,fr,de01-februar-2012SIST EN 1168:2005+A3:2012SLOVENSKI
STANDARDSIST EN 1168:2005+A2:20091DGRPHãþD
EUROPEAN STANDARD NORME EUROPÉENNE EUROPÄISCHE 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 préfabriqués en béton - Dalles alvéolées
Betonfertigteile - Hohlplatten This European Standard was approved by CEN on 1 July 2004 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 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, 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 STANDARDIZATION
COMITÉ EUROPÉEN DE NORMALISATION EUROPÄISCHES KOMITEE FÜR 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: ESIST EN 1168:2005+A3:2012
Inspection schemes. 28Annex B (informative)
Typical shapes of joints . 31Annex C (informative)
Transverse load distribution . 33Annex D (informative)
Diaphragm action . 42Annex E (informative)
Unintended restraining effects and negative moments . 43Annex F (informative)
Mechanical resistance in case of verification by calculation: shear capacity of composite members . 46SIST EN 1168:2005+A3:2012
%Resistance to fire& . 49Annex H (informative)
Design of connections . 57Annex J (normative)
!Full scale test" . 59Annex K (normative)
%Thermal prestressing& . 65Annex ZA (informative)
#Clauses of this European Standard addressing essential requirements or other provisions of EU Directives$ . 67Bibliography . 81 SIST EN 1168:2005+A3:2012
# $ and % &. 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 has been prepared under a mandate given to CEN by the European Commission and the European Free Trade Association, and supports essential requirements of Construction Products Directives (89/106/EEC) of the European Union (EU). For relationship with EU Directive(s), see informative Annex ZA, which is an integral part of this document. This standard is one of a series of product standards for precast concrete products. For common aspects reference is made to EN 13369: Common rules for precast products, from which also the relevant requirements of the EN 206-1: Concrete – Part 1: Specification, performances, production and conformity are taken. The references to EN 13369 by CEN/TC 229 product standards are intended to make them homogeneous and to avoid repetitions of similar requirements. %Eurocodes are taken as a common reference for design aspects. The installation of some structural precast concrete products is dealt with by EN 13670. In all countries it can be accompanied by alternatives for national application.& The programme of standards for structural precast concrete products comprises the following standards, in some cases consisting of several parts: !EN 1168:2005+A1", Precast concrete products – Hollow core slabs !EN 12794:2005+A1", Precast concrete products – Foundation piles EN 12843, Precast concrete products – Masts and poles !EN 13224:2004+A1", Precast concrete products – Ribbed floor elements EN 13225, Precast concrete products – Linear structural elements SIST EN 1168:2005+A3:2012
Key A hollow core slab B solid slab C combined slab 1 core 2 web Figure 1 — Types of hollow core slabs (examples)& %3.1.2 solid slab slab with the same overall cross-section as a hollow core slab where, during manufacturing no voids are made (Figure 1 B). This slab is manufactured in the same manner (machine, bed, …) as hollow core slabs with voids NOTE Hollow core slabs where the voids are filled with concrete after manufacturing of the hollow core element can not be considered as a solid slab. SIST EN 1168:2005+A3:2012
two adjacent slabs %3.1.8& topping cast in situ concrete on the hollow core slab floor intended to increase its bearing capacity and so constituting a composite hollow core slab floor %3.1.9& screed cast in situ concrete or mortar layer used to level the upper face of the finished floor %3.1.10& hollow core slab floor floor made of hollow core slabs after the grouting of the joints %3.1.11& composite hollow core slab floor hollow core slab floor complemented by a cast-in-situ topping %3.1.12 solid slab floor floor made of solid core slabs after the grouting of the joints& %3.1.13 composite solid slab floor solid slab floor complemented by a cast in situ topping& 4 Requirements 4.1 Material requirements Complementary to 4.1 of EN 13369:2004 the following subclauses shall apply. In particular the ultimate tensile and tensile yield strength of steel shall be considered. SIST EN 1168:2005+A3:2012
200 mm < h < 250 mm: linear interpolation may be applied; mean value per slab: ± 7 mm; the requirement in this paragraph shall not conflict with subclause 4.3.1.2.3 of this standard. !!!!4.3.1.1.2"""" Tolerances for construction purposes The maximum deviations, unless declared otherwise by the manufacturer, shall satisfy the following: a) slab length: ± 25 mm; % b) slab width: general
± 5 mm; in case of fitting slabs
± 25 mm;& c) slab width for longitudinally sawn slabs : ± 25 mm; % d) length of protruding strands. The minus deviation from the measured length of the protruding part of the protruding strand in regard to the nominal (design) value: 10 mm. This value may be increased with half of the actual deviation (positive) of the measured slab length (a)).& !!!!4.3.1.1.3"""" Tolerances for concrete cover !The maximum deviation for concrete cover shall be ∆c = -10 mm. A more stringent tolerance may be declared by the manufacturer." 4.3.1.2 Minimum dimensions Complementary to 4.3.1.2 of EN 13369:2004 next subclauses shall apply. 4.3.1.2.1 Thickness of webs and flanges The nominal thickness specified on the drawings shall be at least the minimum thickness increased by the maximum deviation (minus tolerance) declared by the manufacturer. The minimum thickness shall be: for any web, not less than the largest of h/10, 20 mm and (dg + 5 mm), where dg and h are in millimetres; SIST EN 1168:2005+A3:2012
$ Figure 2 — Minimum thickness of upper flange 4.3.1.2.2 Minimum concrete cover and axis distances of prestressing steel For indented wires or smooth and indented strands, the minimum concrete cover cmin to the nearest concrete surface and to the nearest edge of a core shall be at least: only with respect to the exposed face, the one determined in accordance with 4.4.1.2 of EN 1992-1-1:2004 shall apply; for preventing longitudinal cracking due to bursting and splitting and in the absence of specific calculations and/or tests: !a) when the nominal centre to centre distance of the strands is ≥ 3 Ø: cmin = 1,5 Ø; b) when the nominal centre to centre distance of the strands is < 2,5 Ø: cmin = 2,5 Ø; where Ø is the strand or wire diameter, in millimetres (in the case of different diameters, the average value shall be used for Ø). For intermediate centre to centre distance, cmin may be derived by linear interpolation between the values defined in a) and b). For ribbed wires, the concrete cover shall be increased by 1 Ø." 4.3.1.2.3 Minimum concrete cover of reinforcing steel Clause 4.4.1.2 of EN 1992-1-1:2004 shall apply. SIST EN 1168:2005+A3:2012
e51opt12,3eowosp,,,,eebPl and #hk)-(e = .
oe≥ 0$ where fct is the value of the tensile strength of the concrete deduced at the time that the prestress is released on the basis of tests; % Po is the initial prestressing force just after release in the considered web or the total prestressing force of the slab in case of solid slabs; bw is the thickness of the individual web or the total width b of the slab in case of a solid slab;& eo is the eccentricity of the prestressing steel; lpt1 is the lower design value of the transmission length; k is the core radius taken equal to the ratio of the section modulus of the bottom fibre and the net area of the cross section (Wb/Ac); b) a fracture-mechanics design shall prove that !spalling" cracks will not develop. 4.3.3.2.2 Shear and torsion capacity 4.3.3.2.2.1 %General verification procedure Shear failure of hollow-core slabs without shear reinforcement may occur in regions cracked by bending or in regions uncracked by bending. If a flexural crack arises within the anchorage length of the reinforcement, an anchorage failure can also occur. All the three failure modes shall be considered. 1) Shear resistance in cracked regions shall be calculated using EN 1992-1-1:2004, Expressions (6.2.a) and (6.2.b). 2) Shear resistance in uncracked regions shall be calculated using EN 1992-1-1:2004, Expression (6.4), taking into account, when relevant, the additional shear stresses due to the transmission of the prestressing force and referring to the most unfavourable position in the cross section. A procedure to apply this calculation is given in 4.3.3.2.2.2 and 4.3.3.2.2.3. NOTE A guidance on the calculation of the additional shear stresses in the anchorage zones of prestressing tendons can also be found in CEB-FIP Model Code 90, clause 6.9.12. 3) Resistance against anchorage failure shall be calculated following EN 1992-1-1:2004, 9.2.1.4. SIST EN 1168:2005+A3:2012
Key 1 line of failure 2 height of centroidal axis 3 considered cross-section 4 forces in considered cross-section Figure 3 a) Line of failure
Figure 3 b) Forces and moments in
considered cross-section Figure 3 — Shear structure in uncracked regions SIST EN 1168:2005+A3:2012
Cpt =
0 when y > Ypt Ypt is the height of the position of considered tendon layer 4.3.3.2.2.3 Simplified expression As an alternative to the above equation, the following simplified equation may be applied
()ctdcp2ctdwRdcf1fSIbVl+=ϕ where I is the second moment of area; S is the first moment of area above and about the centroidal axis bw is the width of the cross-section at the centroidal axis,
α = lx/ lpt2 is the degree of prestressing transmission (αI
≤ 1,0);
lx is the distance of the considered section from the starting point of transmission length;
lpt2 upper value of transmission length (see EN 1992-1-1:2004, Expression (8.18)); 1cp = NEd/A is the full concrete compressive stress at the centroidal axis, SIST EN 1168:2005+A3:2012
is the design value of tensile strength of concrete; 3 = 0,8 reducing factor; β = 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 depth of the section), need not to be checked.& 4.3.3.2.2.4 %Shear capacity of elements subjected to torsion If a section is subjected simultaneously to shear and torsion, the shear capacity VRdn shall be calculated in the absence of particular justifications as follows: VRdn = VRd,c - VEtd in which VEtd is VETd = )(2wwwEdbbbbT−×
for hollow-core elements or VETd = bhbT)/1,8(3Ed×+× for solid elements where VRdn is the net value of the shear resistance, in newtons; VRd,c is the design value of shear resistance according to 6.2.2 of EN 1992-1-1:2004, in newtons; VETd is the design value of acting shear force taking into account the torsional moment, in newtons; TEd is the design value of the torsional moment in the considered section, in newtons millimetres; bw is the width of the outermost web at the level of the centroidal axis (see Figure 4), in millimeters; Σbw is the sum of width of the webs at the level of the centroidal axis, in millimeters.
Figure 4 — Eccentric shear force& 4.3.3.2.3 Shear capacity of the longitudinal joints Load distribution from an element to the adjacent element will cause vertical shear forces in the joint and the elements at both sides of the joint. The shear capacity in this case depends on the properties of the joint and of the elements. This shear capacity vRdj, expressed as resisting linear load, is the smaller value of the flange resistance v'Rdj or the joint resistance vRdj : v'Rdj = 0,25 fctd Σhf SIST EN 1168:2005+A3:2012
%Figure 5& — Shear force in joints The shear capacity VRdj expressed as resisting concentrated load, shall be calculated as follows: VRdj = vRdj (a + hj + ht + 2 as) where vRdj is the smaller value of v'Rdj or vRdj ; a is the length of the load parallel to the joint ; as is 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 calculated as follows: +=ctdcpctdefRd 30
1f1.,h fbVf
ll=α≤ 1 according to 6.2.2 of EN 1992-1-1:2004 where beff is the effective width of the webs according to %Figure 6&; σcp is the concrete compressive stress at the centroidal axis due to prestressing.
beff = bw1 + bw2 + bw3 a) General situation
beff = bw1 + bw2 + bw3 c) General situation with structural topping
beff = bw1 + bw2 b) Free edge of floor-bay
beff = bw1 + bw2 d) Free edge of floor-bay with structural topping %Figure 6& — Effective width For concentrated loads of which more than 50 % is acting on outermost web (bw2 in %Figures 6 b) and 6 d)&) of a free edge of a floor bay, the resistance resulting from the equation is applicable only if at least one strand or wire in the outermost web and a transverse reinforcement are present. If one of these or both conditions are not satisfied, the resistance shall be divided by a factor of 2. The transverse reinforcement shall be strips or bars at the top of the element or in the structural topping, with a length of at least 1,20 m and fully anchored, and shall be designed for a tensile force equal to the total concentrated load. If a load above a core has a smaller width than half of the width of the core, a second resistance shall be calculated with the same equation, but in which h shall be replaced by the smallest thickness of the upper flange and beff by the width of the loading pad. The lowest value of the calculated resistances shall be applied. SIST EN 1168:2005+A3:2012
20ctk0,05bk+=ll for a linear load on an edge of a floor area: bfWqk2 10ctk0,05t+=ll for a point load anywhere on a floor area: Fk = 3 Wl fctk 0,05 where Wlb is the minimum section modulus in transverse direction per unit length related to the bottom fibre of the elements; Wlt is the minimum section modulus in transverse direction per unit length related to the top fibre; Wl is the smaller of Wlb or 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 fctd in the ultimate 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, Fk and fctk 0,05 shall be replaced by qd, Fd and fctd. 4.3.3.2.6 Load capacity of elements supported on three edges Distributed imposed loads on an element of the floor with on
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