Bsi bs en 15050 2007 + a1 2012

The programme of standards for structural precast concrete products comprises the following standards, in some cases consisting of several parts: EN 1168, Precast concrete products — Hol

BS EN 15050:2007

This British Standard was

published under the authority

of the Standards Policy and

purposes, is subject to an announcement in the Official Journal of the European Communities.

The Commission in consultation with Member States has agreed a transition period for the co-existence of harmonized European Standards and their corresponding national standard(s) It is intended that this period will comprise a period, usually nine months, after the date of availability of the European Standard, during which any required changes to national

regulations are to be made, followed by a further period, usually of 12 months, for the implementation of CE marking At the end of this co-existence period, the national standard(s) will be withdrawn

EN 15050 is the subject of transitional arrangements agreed under the Commission mandate In the UK, there are no corresponding national standards of national origin

This publication does not purport to include all the necessary provisions of a contract Users are responsible for its correct application

Compliance with a British Standard cannot confer immunity from legal obligations.

Amendments issued since publication

ISBN 978 0 580 74220 0

Amendments/corrigenda issued since publication

30 September 2012 Implementation of CEN amendment A1:2012

This British Standard was

published under the authority

of the Standards Policy and

This British Standard is the UK implementation of EN 15050:2007+A1:2012

It supersedes BS EN 15050:2007 which is withdrawn

The start and finish of text introduced or altered by amendment is indicated

in the text by tags Tags indicating changes to CEN text carry the number of the CEN amendment For example, text altered by CEN amendment A1 is indicated by 

NORME EUROPÉENNE

EUROPÄISCHE NORM

March 2012

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, Turkey and United Kingdom

The numbering of clauses is strictly related to EN 13369:2004 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 numbering

Foreword 4

Introduction 6

1 Scope 7

2 Normative references 7

3 Terms and definitions 8

4 Requirements 9

4.1 Material requirements 9

4.2 Production requirements 9

4.2.1 General 9

4.2.3.2 Application of prestressing 9

4.3 Finished product requirements 10

4.3.1 Geometrical properties 10

4.3.2 Surface characteristics 12

4.3.3 Mechanical resistance 12

4.3.4 Resistance and reaction to fire 13

4.3.5 Acoustic properties 13

4.3.6 Thermal properties 13

4.3.7 Durability 13

4.3.8 Other requirements 14

5 Test methods 14

5.1 Tests on concrete 14

5.2 Measuring of dimensions and surface characteristics 14

5.2.1 General 14

5.2.2 Beams 14

5.2.3 Other elements 15

5.3 Weight of the products 15

6 Evaluation of conformity 15

7 Marking and labelling 15

8 Technical documentation 15

Annex A (informative) Typology 16

A.1 Scope 16

A.2 Decks with precast beams as main structural elements 16

A.3 Solid slabs 22

A.4 Segmental decks 22

Annex B (informative) Decks formed by beams and slabs 23

B.1 Scope 23

B.2 Dimensions in the bearing zone 23

B.3 Transfer of prestressing 23

B.4 Anchorage of the main reinforcement at supports 23

B.5 Change of the restraint conditions after the application of loads 26

B.6 Skewed ends 26

B.7 Deck layout 26

Annex C (informative) Use of plates in bridges 28

C.1 General 28

C.2 Connecting reinforcement 28

C.3 Connection to beams 28

C.4 Connection between adjacent floor plates 29

Annex D (informative) Continuity of bridge decks 31

D.1 Scope 31

D.2 Continuity of bridge decks 31

D.3 Hogging moments at supports 31

D.4 Long term sagging moments at supports 31

Annex E (informative) Infilled beams 37

E.1 General 37

E.2 Infilled beams with a thin topping 37

E.3 Infilled beams with a thick topping 37

Annex F (informative) Precast beams without topping 39

F.1 Scope 39

F.2 Transverse prestressing by post-tensioning 39

F.3 Reinforced joints 39

Annex G (informative) Precast segmental decks 41

G.1 General 41

G.1.1 Description 41

G.1.2 Joints 41

G.1.3 Keys 41

G.1.4 Post-tensioning 42

G.2 Design 42

G.2.1 Assembly stage 42

G.2.2 Final situation 42

G.2.3 Checking of joints 43

G.2.4 Local transverse bending 43

G.2.5 Discontinuity regions 43

G.3 Production 44

G.4 Building assembly 44

G.4.1 Segment positioning 44

G.4.2 Segment sealing 44

G.4.3 Post-tensioning 44

G.4.4 Closing segment 44

Annex H (informative) Ambient conditions for bridge elements 46

Annex J (normative) Finished product inspection 47

Annex ZA (informative) Clauses of this European Standard addressing the provisions of the EU Construction Products Directive 49

ZA.1 Scope and relevant characteristics 49

ZA.2 Procedure for attestation of conformity of precast concrete bridge elements 50

ZA.2.1 System of attestation of conformity 50

ZA.2.2 EC Certificate and Declaration of conformity 52

ZA.3 CE marking and labelling 52

ZA.3.1 General 52

Foreword

This document (EN 15050:2007+A1:2012) has been prepared by Technical Committee CEN/TC 229 “Precast concrete products”, the secretariat of which is held by AFNOR and was examined by and agreed with a joint working party appointed by the Liaison Group CEN/TC 229-CEN/TC250, particularly for its compatibility with structural Eurocodes

This European Standard shall be given the status of a national standard, either by publication of an identical text or by endorsement, at the latest by September 2012, and conflicting national standards shall be withdrawn at the latest by September 2012

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 EU Directive(s)

For relationship with EU Directive(s), see informative Annex ZA, which is an integral part of this document This document includes Amendment 1, approved by CEN on 2012-01-23

This document supersedes EN 15050:2007

The start and finish of text introduced or altered by amendment is indicated in the text by tags ! "

This document 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 ENV 13670-1: Execution of concrete structures – Part 1: Common rules, which has at the moment the status of a European prestandard

In all countries it can be accompanied by alternatives for national application and it shall not be treated as a European Standard

The programme of standards for structural precast concrete products comprises the following standards, in some cases consisting of several parts:

EN 1168, Precast concrete products — Hollow core slabs

EN 12794, Precast concrete products — Foundation piles

EN 12843, Precast concrete products — Masts and poles

EN 13224, Precast concrete products — Ribbed floor elements

EN 13225, Precast concrete products — Linear structural elements

EN 13693, Precast concrete products — Special roof elements

EN 13747, Precast concrete products — Floor plates for floor systems

EN 13978, Precast concrete products — Precast concrete garages

EN 14843, Precast concrete products — Stairs

EN 14844, Precast concrete products — Box culverts

EN 14991, Precast concrete products — Foundation elements

EN 14992, Precast concrete products — Wall elements

EN 15050, Precast concrete products — Bridge elements

!EN 15037", Precast concrete products — Beam-and-block floor systems

!EN 15258", Precast concrete products — Retaining wall elements

This standard defines in Annex ZA the application methods of CE marking to products designed using the relevant EN Eurocodes (EN 1992-1-1 and EN 1992-1-2) Where, in default of applicability conditions of EN Eurocodes to the works of destination, design Provisions other than EN Eurocodes are used for mechanical strength and/or fire resistance, the conditions to affix CE marking to the product are described in ZA.3.4 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, Finland, France, Germany, Greece, Hungary, Iceland, Ireland, Italy, Latvia, Lithuania, Luxembourg, Malta, Netherlands, Norway, Poland, Portugal, Romania, Slovakia, Slovenia, Spain, Sweden, Switzerland, Turkey and United Kingdom

Introduction

The evaluation of conformity given in this European Standard refers to the completed precast concrete elements for bridges that are supplied to the market and covers all the production operations carried out in the factory

For design rules and resistance to fire reference is made to EN 1992-1-1 and EN 1992-1-2 Additional complementary rules are provided where necessary

In 4.3.3 and 4.3.4 this European Standard includes specific provisions resulting from the application of

EN 1992-1-1, EN 1998-1, EN 1992-1-2 and EN 1992-2 rules made specific for the concerned product The use of these provisions is consistent with a design of works made with EN 1992-1-1, EN 1992-1-2, and

EN 1992-2

Some examples of elements dealt with are shown in Annex A

The durability aspects are also considered

This European Standard makes reference to precast elements produced in a factory or near the construction site in a place protected from adverse weather conditions It is assumed that if the elements are not manufactured in a factory, the production conditions assure the same level of quality control as in a factory It

is assumed that the production place is protected from rain, sunshine and wind

Some of the elements are also treated in other European Standards (e.g beams, slabs) This European Standard deals with the specific aspects related to the use of these elements in bridge construction

!Foundation piles, piers, abutments, barriers, bumpers, guards, arches and" box culverts are out the scope of this European Standard

2 Normative references

The following referenced documents are indispensable for the application of this document For dated references, only the edition cited applies For undated references, the latest edition of the referenced document (including any amendments) applies

EN 206-1, Concrete — Part 1: Specification, performance, production and conformity

EN 1992-1-1:2004, Eurocode 2: Design of concrete structures — Part 1-1: General rules and rules for buildings

EN 1992-1-2, Eurocode 2: Design of concrete structures — Part 1-2: General rules — Structural fire design

EN 1992-2:2005, Eurocode 2 — Design of concrete structures — Concrete bridges — Design and detailing rules

EN 13369:2004, Common rules for precast concrete products

3 Terms and definitions

For the purposes of this document, the following terms and definitions given in EN 1992-1-1:2004 and

EN 13369:2004 and the following apply

end support of a bridge

NOTE Rigid abutments and flexible abutments should be distinguished where relevant

permanent effect due to controlled forces and/or controlled deformations imposed on a structure

NOTE Various types of prestress shall be distinguished from each other as relevant (for example pre-tensioning, post-tensioning by tendons, prestress by imposed deformation at supports)

For indented bar and wire refer to EN 10080

In case that the prestressing steel axis is deviated, deflectors shall not engrave the prestressing steel nor cause important voids in the concrete element The strength of the deviated prestressing steel shall be not less than 95 % of the straight one

4.2 Production requirements

4.2.1 General

The production of precast elements for bridges shall comply with the requirements in EN 13369:2004, 4.2 and with the following complementary subclause For bridge elements other values than given in EN 13369:2004, 4.2.1.3 may be given following the requirements of their destination as indicated in the design documentation

4.2.3.2 Application of prestressing

4.2.3.2.1General

If the transfer of prestress anchored by bond (pre-tensioning) is not gradual, the slippage, which is the shortening of the tendon after transfer of the prestressing force, shall be checked according to Annex J The measured values have to be in accordance with the limit values indicated in EN 13369:2004, 4.2.3.2.4

4.2.3.3 End protection of debonded strands

When the ends of debonded strands are protected, a soft material should be used so that as the beam continues to creep, the unbonded strand length which does not shorten with the beam does not destroy the end protection This soft cover (e.g a bead of foam) should also be used even when the strand is to be cast into a diaphragm

4.3 Finished product requirements

4.3.1 Geometrical properties

4.3.1.1 Production tolerances

The permitted deviations of 4.3.1.1 of EN 13369:2004 shall be considered for geometrical dimensions

For beams and box beams the complementary indications of Table 1 apply

The permitted deviations indicated in the Table 1 are the limiting values of the difference between actual values (measured as described in Clause 5) and theoretical values shown on the design drawings; the permitted deviation of any dimension shall be not less than 5 mm

Table 1 — Permitted deviations (see Figure 1)

Dimension Permitted deviation

Vertical skewness (v1, see Figure 1b) ± 0,015 h

Horizontal skewness (v2, see Figure 1c) ± 0,02 b or ± 0,02 a (which is relevant)

Verticality (g, see Figure 1d) ± 0,015 h

Lateral deviation (with reference to theoretical axis) ± L/500

Camber or sag (with reference to the declared value evaluated

taking into account the age and the load history of the element)

± 50 % of the declared value or L/800 (which is greater)

Figure 1a

4.3.1.2 Permitted deviations of inserts and holes

The permitted deviations in positions of inserts and holes (and of minor details not involving the structural behaviour) shall be specified in the manufacturer drawings

Lacking different specifications, a permitted deviation of ± 30 mm shall be assumed for a single insert or hole For the mutual position within a group, the permitted deviation shall be assumed ± 5 mm

Defects of limited importance can be treated after transfer of prestress, preferably using non-shrinkage mortar

or prestress, after a surface cleaning of the defective area

Cracks perpendicular or almost perpendicular to the direction of prestress, detected before transfer and not exceeding 0,2 mm in width, shall not be taken into account

Recesses deeper than 8 mm (5 mm for external surfaces of edge beams or upper surfaces of bottom flanges) should be filled using an appropriate mortar having strength not less than the concrete of the precast element However, the presence of recesses deeper than 15 mm can be a symptom of poor compaction of concrete In this case, and if permitted by client repair may be carried out only after a technical assessment of the problem and its severity is made

The appearance of the elements is considered acceptable if no honeycombing, broken edges or too many surface voids are present; cracks should be evaluated case by case

The methods of inspection of surface characteristics together with procedures for repair will be clearly defined within the quality system and will include any particular specification (or purchaser's) requirements

For a thorough description of a factory production control system within a quality system, refer to Clause 6 of

EN 13369:2004

4.3.3 Mechanical resistance

4.3.3.1 General

4.3.3 of EN 13369:2004 shall apply with the following complementary subclauses

4.3.3.2 Minimum shear reinforcement

Only elements complying with the minimum shear reinforcement for webs and flanges according to 9.2.2 of

EN 1992-2:2005 shall be used in bridge decks, with the sole exception of solid slabs and infilled beams with

or without in situ topping or under specific customer design allowed in particular application or reduced dynamic factor (pedestrian and light vehicles bridges)

4.3.3.3 Structural joints transmitting longitudinal shear

In order to define the characteristics of the elements, structural joints transmitting longitudinal shear between precast and cast-in-situ concrete shall satisfy 6.2.5 of EN 1992-1-1:2004 and the following additional requirements

Interfaces types “very smooth” according EN 1992-1-1:2004, 6.2.5 (2) shall not be considered for shear transmission

For joints between concrete surfaces cast in two stages, the surface classification is applied to the surface into which the second stage concrete is cast

The design shear resistance per unit design area is given by equation 6.25 of EN 1992-1-1:2004 shear stress

is calculated in accordance with 6.2.5 of EN 1992-1-1:2004 and 6.2.5 of EN 1992-2:2005 in which:

 areas of contact surface where the contact width is less than 20 mm or less than the maximum aggregate diameter or where the minimum depth of the topping is less than 30 mm shall not be considered;

 under repeated loading, for fatigue verification 6.2.5 (105) of EN 1992-2:2005 applies

In elements where differential shrinkage is important, the shear stresses induced by it should be taken into account The free edges without reinforcement or with only low quantities of reinforcement deserve special attention

When the in situ concrete will be fully encased in the precast element, for example as in Figure A.1 f and the stress in the interface will be less than (0,5 c⋅ fctd) the minimum reinforcement across the interface is not required Minimum reinforcement for vertical shear and flange shear in the precast elements shall be provided

4.3.4 Resistance and reaction to fire

When the verification of the resistance to fire is required or is appropriate because of special situations, the procedures expressed in 4.3.4 of EN 13369:2004 shall apply

4.3.5 Acoustic properties

Usually not relevant for precast bridge elements

If relevant, 4.3.5 of EN 13369:2004 shall apply

4.3.6 Thermal properties

Usually not relevant for precast bridge elements

If relevant, 4.3.6 of EN 13369:2004 shall apply

4.3.7 Durability

4.3.8 Other requirements

4.3.8 of EN 13369:2004 shall apply

If precast elements are stored before tensioning and injection, special care shall be devoted to avoid corrosion

of cables and water penetration inside the sleeves

The manufacturer should take measurements at a standard time after casting and record this time

The measurements shall be taken by qualified people; during the measurements the elements will preferably

be supported in the same way as in the structure; if this is not possible, the effects of the support arrangement shall be taken into account

5.2.2 Beams

See Figure 1

Length (L) Unless otherwise specified, measure the length at the middle height of the beam

and at both sides of it Both measurements shall comply with the permitted deviation

Height (h) The height measured at any section shall comply with the permitted deviation Width (a, b, e) Values measured at any cross section shall comply with the permitted deviation Flange depth (m, s) Values measured at any cross section shall comply with the permitted deviation Vertical skewness Measure v1, according to Figure 1b, at both ends of the beam and at both sides of it

Each individual measurement shall comply with the permitted deviation

Horizontal skewness Measure v2, according to Figure 1c, at both ends of the beam Each individual

measurement shall comply with the permitted deviation

Verticality Place the beam on horizontal bearings Verticality measured at any cross section

shall comply with permitted deviation (g, see Figure 1d)

Lateral deviation Place the beam on horizontal bearings Consider the straight lines joining the

bearing axis at the top and at the bottom of the beam and measure the maximum deviation of the corresponding lines in the precast element from them (obviously, for designed curved beams, deviations will be referred to the theoretical axis line) Both measurements shall comply with permitted deviation The element shall be protected from the direct sunlight, to avoid bowing due to heat gain

Camber or sag Place the beam on horizontal bearings Measure the maximum distance of the soffit

of the beam from a straight line joining the bearing axis (Obviously, if the designed soffit of the beam is curved, the distance will be determined from the theoretical position of the beam soffit.)

For not mentioned dimensions and for surface characteristics, EN 13369:2004, Annex J applies

5.2.3 Other elements

For elements other than beams EN 13369:2004, Annex J applies

5.3 Weight of the products

5.3 of EN 13369:2004 shall apply

6 Evaluation of conformity

Clause 6 and inspection schemes of Annex D of EN 13369:2004 shall apply In Table D.4 “Finished product inspection”, the item 2 “Final inspection” shall include at least the checks of Annex J of this European Standard

7 Marking and labelling

Clause 7 of EN 13369:2004 shall apply

8 Technical documentation

For a bridge made of precast elements, the technical documentation will include the documentation of Annex M of EN 13369:2004

Other types of precast elements can be used in bridge construction

A.2 Decks with precast beams as main structural elements

Some types of precast beams used in bridges are sketched in Figure A.1:

 rectangular beams (Figure A.1a);

 I or double T beams (Figure A.1b);

 TT beams (Figure A.1c);

 T beams with (Figure A.1d) or without base enlargement;

 inverted T beams (Figure A.1e and f);

 U beams, V beams (Figure A.1g and h)

Figure A.1 — Some examples of precast beams and related cast in situ concrete

The following sub types of decks result:

a) precast beams, completed by a cast in situ slab (Figure A.2);

b) one or more U beams, completed by cast in situ slab (Figure A.3);

c) segmental beams, completed by cast in situ slab (Figure A.4);

d) precast T beams completed by cast in situ slab (Figure A.5);

e) infilled precast beams (Figure A.6);

f) precast box elements without topping (Figure A.7)

In types from a) to c) thin floor plates are frequently used as permanent formwork for the cast in situ concrete slab (see B.6)

Key

1 cast in situ slab

2 precast slab (or formwork)

Figure A.2 — Precast beams with cast in situ slab

Figure A.3a

Figure A.3b Key

1 in situ slab

2 precast beam

Figure A.3 — Single (A.3a) or multiple (A.3b) box girders

Figure A.4a

Figure A.4b Key

Figure A.5 — Precast beams, cast in situ slab

Figure A.6a

Figure A.6b Key

1 transverse reinforcement

2 precast elements

Figure A.6 — Infilled precast beams

A.3 Solid slabs

Decks formed by precast slabs over entire span, with longitudinal shear keys, completed by cast in situ (Figure A.8) or precast slab post-tensioned transversally Solid slabs are usually used for short spans

Side elevation

Cross section

Key

1 precast slab

2 cast in situ concrete

Figure A.8 — Solid slab A.4 Segmental decks

Decks formed by a number of short precast segments having width usually equal to the total width of the deck, connected together by joints transverse perpendicular to the span (Figure A.9)

Figure A.9 — Precast segment

!deleted text"

Annex B

(informative)

Decks formed by beams and slabs

B.1 Scope

This annex deals with decks having precast beams as the main resistant elements, i.e types described

in A.1 a), b), c) and d)

B.2 Dimensions in the bearing zone

The suggested minimum dimensions for the bearing zone of precast beams are shown in Figure B.1 (full depth bearings ) and in Figure B.2 (half joints)

Such dimensions are to be intended as design specifications and not as acceptance tolerances

Deviations from the above values require special detailing provisions to assure safety against local spalling of concrete

Half joints (Figure B.2) can lead to durability and maintenance problems because of difficulties in inspection and in bearings replacement and should be avoided as far as possible

In case of beams to be placed with a longitudinal gradient greater than 3 %, a cavity should be provided in the underside of the beam to ensure a horizontal bearing surface at the support In the cavity area the minimum concrete cover should still be guarantied

B.3 Transfer of prestressing

8.10.2 and 8.10.3 of EN 1992-1-1:2004 and 8.10 of EN 1992-2:2005 should apply

When the prestressing tendons are placed outside of the vertical plane of the webs, a horizontal transfer check should be made This is particularly important for very wide elements such as box and U beams

B.4 Anchorage of the main reinforcement at supports

At the end of the beams, enough support length should be provided to verify that the horizontal force, derived from the shear mechanism, is resisted by the tension chord

Dimensions in millimetres

Figure B.1 — Dimensions in the bearing zone

Dimensions in millimetres

B.5 Change of the restraint conditions after the application of loads

A modification in the restraint conditions, by the introduction of additional restraints after the application of some permanent loads or of the prestressing, can produce a significant variation of the initial stresses and restraint reaction due to creep-delayed deformations These should be evaluated using proper theoretical models or by “step by step” calculations

A typical case is a bridge, consisting of two or more spans of precast prestressed beams, made continuous by embedding the beam ends in an in situ diaphragm or crosshead at supports

B.6 Skewed ends

The skew to the ends of precast beams can cause problems at the acute corner, where the formation of cracks can cause spalling when the beam cambers at transfer of prestress Although not structurally significant, this is undesirable, and is best prevented by blocking out the corner to give a local square end (Figure B.3)

If there is a cast-in-situ diaphragm, it is generally unnecessary to shape the ends of the beams with the same skew as the bridge, it being sufficient to cast the diaphragm and the deck slab to the correct skew For small values of skew (up to 20°), the ends of the beams can be square For higher skews it is generally necessary

to skew the ends of the beams in order to limit the increase in thickness of the diaphragm: however two or three different angled moulds can be sufficient to cover all practical values of skew

In skew ended beams, the transverse reinforcement should normally be square to the beam axis Only reinforcement in the end zone of the beam should be skewed

In case of relevant skew angles (more than 20°) and use of transverse prestressing, the contact surfaces should be indented

 arrange the beams in a way that joints between the beam soffit can be filled with mortar;

 provide several diaphragms in the deck structure to resist the horizontal forces;

 provide lateral restraints to the beams at supports

4 web hole at end of the beam, for diaphragm reinforcement

5 local square end to beam

Figure B.3 — Local square end of the acute corner

Floor plates can be:

 used either as ordinary formwork, or as elements acting composite with cast-in-situ concrete in one or two way spanning composite slab;

 erected with or without intermediate temporary supports

The thickness at any point of floor plates used in bridges should be not less than 60 mm

The upper surface of floor plates used in bridges should be always rough or indented

C.2 Connecting reinforcement

The connection reinforcement between the floor plate and the cast-in-situ concrete should be determined by calculation; it should be provided with a minimum section of connecting reinforcement equal to 3,00 cm2/m2 on the upper face of the floor plate in order to guarantee the connection between floor plates and the cast-in-situ slab

The maximum distance between axis lines of lattice girders or connecting reinforcement should be not greater than 3 times the thickness of the total slabor 600 mm, whichever is the lesser It is necessary to locate the lattice girder versus the transverse reinforcement of beams in order to avoid any interference

NOTE This clause does not apply to floor plates used as simple formwork

of floor plates should be also provided

In the verification of the longitudinal shear between the beams, the composite slab, the net width of the joint,

w j, should be assumed, without considering the support length of the floor plate on the beam (see Figure C.3)

If in the erection stage the effective support length of the floor plate is less than 40 mm, a temporary support near the end of the plate should be provided

When the ends of prestressing steel of the floor plates are not embedded by the cast-in-situ concrete, they should be protected

C.4 Connection between adjacent floor plates

When floor plates act composite with beams in the longitudinal resistance of the bridge, the mechanical continuity of the reinforcement of the floor plate should be ensured through the joint, as shown for example in Figure C.2 The joint should provide an adequate cover against the corrosion for transversal lower reinforcement placed on the plates

Figure C.1a - Cross section

Figure C.1b - Plan Figure C.1 — Layout of floor plates on beams

Figure C.2 — Example of joint between floor plates acting composite with beams