Specifications of Tecnaria CTF Connectors for composite ... · STEEL-CONCRETE COMPOSITE STRUCTURES TECNARIA ... Tecnaria CTF Connectors for composite steel-concrete structures . is

STEEL-CONCRETE COMPOSITE STRUCTURES TECNARIA ®

SPECIFICATIONS – TECNARIA CTF CONNECTOR – VERSION 2

Specifications of Tecnaria CTF Connectors for composite

steel-concrete structures

Holder: TECNARIA SpA Viale Pecori Giraldi 55 36061-BASSANO DEL GRAPPA-VI ITALY Tel.: +39 0424 502029 Fax: +39 0424 502386 E-mail: [email protected] Internet: www.tecnaria.com

Specifications examined by SOCOTEC France. Report issued on 01 September 2016, n° ANC16-1191 JFB/YB delivering a preliminary favorable notice. Validity 1 September 2019 The original document is in French language. This is a translation made by Tecnaria.

The

orig

inal

doc

umen

t is

in F

renc

h la

ngua

ge. T

his

is a

tran

slat

ion

mad

e by

Tec

naria

.

Steel-concrete composite structures TECNARIA ®

Specifications – TECNARIA CTF CONNECTOR – Version 2 PAGE 2 OF 16

Index Index .......................................................................................................................................................................................................... 2 1. General ....................................................................................................................................................................................... 4

1.1 Composite steel-concrete structures ........................................................................................................................................... 4 1.2 Connectors fastened with a powder-actuated tool ...................................................................................................................... 4

2. Applications ................................................................................................................................................................................. 4 2.1 Composite beams ....................................................................................................................................................................... 4 2.2 Composite columns (profiles encased in concrete) ..................................................................................................................... 4 2.3 Absorbing horizontal forces ......................................................................................................................................................... 4 2.4 Renovation .................................................................................................................................................................................. 4 2.5 Uses covered by Specifications .................................................................................................................................................. 4

3. Description of the components and fixing ................................................................................................................................... 5 3.1 CTF connector ............................................................................................................................................................................ 5

3.11 Cylindrical shank .................................................................................................................................................................... 5 3.12 Base plate .............................................................................................................................................................................. 5 3.13 Nails ....................................................................................................................................................................................... 5

3.2 Specific nailing material .............................................................................................................................................................. 5 3.21 Spitfire P560 nail gun (ref. 013891) ........................................................................................................................................ 5 3.22 Pin drive and piston for CTF connector .................................................................................................................................. 6 3.23 Cartridges ............................................................................................................................................................................... 6

3.3 Constitution of composite steel beams ........................................................................................................................................ 6 3.31 Steel beams ........................................................................................................................................................................... 6 3.32 Steel decking (composite floor decks or non-composite ........................................................................................................ 6 3.33 Concrete ................................................................................................................................................................................. 6 3.34 Transverse reinforcements (or mesh reinforcement) .............................................................................................................. 6

4. Hypotheses on sizing .................................................................................................................................................................. 7 4.1 General ....................................................................................................................................................................................... 7 4.2 Renovation .................................................................................................................................................................................. 7

5. Choosing the connecting elements ............................................................................................................................................. 7 5.1 Choosing the connectors ............................................................................................................................................................ 7

5.11 Connector in a solid slab ........................................................................................................................................................ 7 5.12 CTF connector with steel decking .......................................................................................................................................... 7

5.2 Choosing the cartridge ................................................................................................................................................................ 8 6. Inserting the connectors .............................................................................................................................................................. 8

6.1 Composite beams without steel decking ..................................................................................................................................... 8 6.2 Composite beams with steel decking .......................................................................................................................................... 9

7. Characteristics of the CTF connectors ........................................................................................................................................ 9 7.1 Resistance of a connector in a solid slab .................................................................................................................................... 9 7.2 Resistance of the connector in a solid slab. Case of connectors fixed at an angle of 45°. ........................................................ 10 7.3 Connector resistance with steel deck with ribs perpendicular to the beam ............................................................................... 10 7.4 Resistance of the connector with steel decking with ribs parallel to the supporting beams. ...................................................... 11 7.5 Influence of ductility on calculation ............................................................................................................................................ 11 7.6 Resistance of the connector in special cases............................................................................................................................ 12

8. Implementation .......................................................................................................................................................................... 12 8.1 Implementation of the steel deck ............................................................................................................................................... 12 8.2 Implementation of the connector ............................................................................................................................................... 12 8.3 Use of the nailer ........................................................................................................................................................................ 13

8.31 Positioning of circular disc cartridges ................................................................................................................................... 13 8.32 Inserting the nail ................................................................................................................................................................... 13

The

orig

inal

doc

umen

t is

in F

renc

h la

ngua

ge. T

his

is a

tran

slat

ion

mad

e by

Tec

naria

.



8.33 Fastening the connector ....................................................................................................................................................... 13 8.4 Checking the conformity of the connector fastening .................................................................................................................. 13

8.41 Choosing the cartridge ......................................................................................................................................................... 13 8.42 Check while work is in progress ........................................................................................................................................... 14 8.43 Treatment of connector assemblies with insufficient penetration ......................................................................................... 14 8.44 Visual check ......................................................................................................................................................................... 14 8.45 Mechanical check of the connector fixture............................................................................................................................ 14

9. Bibliography .............................................................................................................................................................................. 15 10. Reference.................................................................................................................................................................................. 15

The

orig

inal

doc

umen

t is

in F

renc

h la

ngua

ge. T

his

is a

tran

slat

ion

mad

e by

Tec

naria

.



1. General

1.1 Composite steel-concrete structures

Tecnaria CTF connectors create and ensure a mechanical bond between the steel beams and concrete slab which together form a composite steel-concrete structure. Composite steel-concrete structures offer nu-merous advantages from both the mechanical and economic point of view. The steel supporting structure joined by connectors to the upper concrete slab, ensures a unitary static re-sponse of the two materials which express their individual characteris-tics in the best possible way.

When beams are placed on simple supports, the two materials have a better interaction with each other because the concrete is compressed and the steel is under tension. A composite steel-concrete section is stronger and stiffer than a steel sec-tion on its own. The most obvious advantages are a reduction in the weight of steel structure required, a reduced total height of floor structure, higher flexural strength and better stability contributing to a horizontal bracing of the structure.

1.2 Connectors fastened with a powder-actuated tool

TECNARIA has designed a system that contemplates the cold fastening of the connectors with special nails. The connector consists of a cylindrical shank with a head, inserted into a stiffened base plate. The head provides a solid fixing in the concrete and prevents the slab from detaching itself, which could occur when dynamic loads are applied or when there are strong deformations. Two fixing nails in high strength materi-als, fixed through the metal decking, ensure the rigid assem-bly of the connector with the steel beam. The nails are inserted by means of a nailing gun. No welding or electrical current is required. Therefore there is no release of toxic fumes when fixing on galvanized surfaces. Installation is done on-site with a light and easily transportable nailer. This document is intended as a guide for architects and design offices during the design phase and for construction companies during the installation of CTF connectors. This document has been developed after undertaking multiple laboratory tests and is backed up by 15 years of experience on construction sites. The complete connection system consists of: CTF connectors (see 3.1), fixed with nails (see 3.13) by means of a powder-actuated nailer (see 3.21 and 3.23). The connectors are attached to metal profiles (see 3.31) with or without an intermediate steel decking (see 3.32). They form an efficient method of allowing the steel beams to interact with the concrete (see 3.33).

2. Applications CTF connectors can be used to create composite elements, that is for structural elements made of concrete and rolled or

cold-formed structural steel, connected together to prevent any longitudinal sliding between the two materials, and their separation. The sizing of composite beams using CTF connectors must be made in accordance with Eurocodes, especially Eurocode 4 and its national annex (NF EN 1994-1 - 1: 20051). Main applications:

2.1 Composite beams • Steel beam + reinforced concrete solid slab; • Steel beam + reinforced concrete slab with a

haunch formed between the steel profile and the lower face of the concrete slab;

• Steel beam + slab cast on a structural steel deck;

• Steel beam + slab cast on a steel deck, used as permanent formwork;

• Steel beam + slab cast on prefabricated reinforced concrete elements.

• As part of a renovation, the connectors can be used to increase the bearing capacity of existing floors

2.2 Composite columns (profiles encased in concrete)

CTF connectors can be used to ensure the connection between the metal core and the concrete encasement of composite steel-concrete columns.

2.3 Absorbing horizontal forces The connectors can be used to transmit horizontal forces be-tween the steel beams and a concrete slab and between this concrete slab and the stability systems

2.4 Renovation The connectors can be used in renovation work. Old floors are often made from IPN or IAO beams supporting masonry slabs. These floors may be undersized in relation to the current building regulations. Tecnaria connectors can be used to transform these floors into composite steel-concrete elements (the slabs serving as per-manent formwork). This solution has the advantage of not requiring any welding, as in the case with conventional studs, which is often difficult to achieve on old profiles. The composite structure has numerous improved characteris-tics compared to the original floor, and not only in terms of strength and rigidity.

2.5 Uses covered by Specifications This document deals specifically with composite steel-concrete beams and their resistance under static loads (fire resistance is not considered), used in new constructions or in renovation work. Other applications that may be mentioned above are beyond the scope of these specifications.

1 Note of the translator: the mentioned Standard is the French version of the eurocode 4, EN1994-1, that is the British Standard BS EN 1994-1-1.

The

orig

inal

doc

umen

t is

in F

renc

h la

ngua

ge. T

his

is a

tran

slat

ion

mad

e by

Tec

naria

.



Moreover, it is assumed that these composite beams are to be used on indoor floors of buildings where there is no direct exposure to the elements.

3. Description of the components and fixing

3.1 CTF connector The CTF connector consists of:

Figure 3.1

3.11 Cylindrical shank A cylindrical shank of variable height with head cold-formed from a bar with diameter 12 mm, C4C materi-als (according to EN10263-2: 2003). The head of the shank has a diameter of 18 mm and a thickness of 5 mm.

3.12 Base plate A rectangular 38 x 54 mm, FE DD11 metal base plate 4 mm thick, obtained by moulding, (according to EN10111). The plate has two 5 mm diameter holes through which the nails are inserted (the plate can be easily positioned in most steel trays). The shank and the base plate are joined together by cold pressing.

All components are protected against corrosion by electroplat-ing (average thickness 5 microns) and undergo a dehydro-genation process. The range of CTF connectors is as follows:

Height H (mm) Weight (gr) *

CTF 040 40 100

CTF 060 60 120

CTF 070 70 130

CTF 080 80 140

CTF 090 90 150

CTF 105 105 160

CTF 125 125 175

CTF 135 135 185

* Weight of the connectors without nails (tolerance + or -5%).

Table 3.12

3.13 Nails CTF connectors are attached to the metal support by means of two SPIT HSBR14 nails inserted into the two holes in the base plate. They are fixed using a Spit-fire Spit P560 nailer fitted with a special kit made for this purpose. These nails are the only products to be used for fixing the connectors to the steel beams

HSBR14 nail

Fine carbon steel for fitting on steel S235, S275 and S355

Ultimate tensile strength: 2300 N/mm2

Yield strength: 1600 N/mm2

Mechanical zinc plating, min zinc coating 10 μm

Hardness > 57 HRc

Knurled shank

A steel washer, min 8 μm zinc coating

Table 3.13

The dimensions of the nails are shown on the drawing above. Spit HSBR 14 nails are certified by the Deutsches Institut für Bautechnik (DiBt) ETA- 08/0040

3.2 Specific nailing material

3.21 Spitfire P560 nail gun (ref. 013891) The nails are fastened using a Spit P560 nailer, equipped with a specific kit (single shot pin drive and piston) specifically developed for this purpose (see 3.22)

Fig. 3.21 Standard Spitfire P560 nailer

Technical characteristics of the Spitfire P560 nailer • Tool with indirect action, class A • Weight with kit for CTF: 3.9 kg • Total length: 425 mm • Height: 215 mm • Depth: 80 mm

The

orig

inal

doc

umen

t is

in F

renc

h la

ngua

ge. T

his

is a

tran

slat

ion

mad

e by

Tec

naria

.



3.22 Pin drive and piston for CTF connector Pin drive for CTF connectors (Cod. 013994) Technical characteristics: Weight: 0.580 kg Total length: 163 mm Piston for CTF connectors (Cod. 013997 Technical characteristics: Weight:0.210 kg Total length: 235 mm Ring stop (Cod. 014136) Weight:0.210 kg Diameter: 22 mm

Fig. 3.22 Pin drive + piston + ring stop kit (cod. 013994)

3.23 Cartridges The propulsion power is provided by loads with different pow-ers, in the form of a disc, to be inserted in the 6.3/16 mm calibre nailer

Fig. 3.23

Safety cartridge calibre 6.3/16 M Circular disc cartridges. Disc with 10 cartridges Power: according to Standards NF E 71.100 Yellow: medium load (ref. 031240) Blue: strong load (ref. 031230) Red: very strong load (ref. 031220) • Black: extra strong load (ref. 031210

3.3 Constitution of composite steel beams

3.31 Steel beams CTF connectors can be used on beams of hot-rolled steel or welded beams. The connectors can also be used to increase the bearing capacity of existing floors made with steel beams (e.g. « IAO » or « IPN » beams). - Structural steels: the properties of the materials used must be in accordance with NF EN1993-1-12, §3.1 and §3.2, in particular as regards ductility and fracture toughness. - Minimum thickness of the beam flange: where nails are fixed, the steel thickness must be at least 8 mm


3.32 Steel decking (composite floor decks or non-composite

The connectors can be used in the presence of a steel deck. In this case they are nailed through the decking. The decking must be manufactured according to Standard NF EN 103263 and have yield strength between 220 and 355 N/mm² Nominal thickness between 0.50 and 1.25 mm Maximum nominal thickness: 2 mm (2 sheets max 1 mm).

3.33 Concrete Concrete must conform to the requirements of standard NF EN 1992-1-14. The minimum strength of concrete usable is class C20/25. It is possible to use concrete with strength up to class C50/60. The density of the concrete used is 2400 kg/m3 (normal con-crete. It is also possible to use the connectors with slabs made of lightweight concrete. In this case, the concrete must have as minimum density 1400 kg/m3 and as minimum strength class LC20/22. It is allowed to use concrete with strength up to class LC40/44.

3.34 Transverse reinforcements (or mesh reinforcement)

Transverse reinforcements are required to resist to the longi-tudinal shear stress associated with the connection and must be sized and implemented in accordance with the calculation standard (NF EN 1994-1-15 § 6.6.6). The arrangement of the reinforcement bars must comply with figures 3.34A and 3.34b below.

Figure 3.34a: conventional beams

3 Note of the translator: the mentioned Standard is the French version of the Standard EN 10326 4 Note of the translator: the mentioned Standard is the French version of the eurocode 2, EN1992-1, that is the British Standard BS EN 1992-1-1. 5 Note of the translator: the mentioned Standard is the French version of the eurocode 4, EN1994-1, that is the British Standard BS EN 1994-1-1.

The

orig

inal

doc

umen

t is

in F

renc

h la

ngua

ge. T

his

is a

tran

slat

ion

mad

e by

Tec

naria

.



Figure 3.34b – Renovation with hollow tiles

4. Hypotheses on sizing

4.1 General The type and number of connectors placed along the compo-site beam are determined by calculation The dimensioning of composite beams using CTF connectors is carried out with reference to Eurocode 4: design and sizing of composite steel and concrete structures and its national annex (Standards NF EN 1994 1-16 and NF EN 1994 - 1-1/NA). The use of the Tecnaria CTF connection system has been de-veloped and evaluated with reference to clause 6.6.1.1 (12) of the NF EN1994-1-1: « …… (12) Where a method of interconnection, other than the shear connectors included in 6.6, is used to transfer shear between a steel element and a concrete element, the behav-iour assumed in design should be based on tests and support-ed by a conceptual model. The design of the composite member should conform to the design of a similar member employing shear connectors included in 6.6, in so far as prac-ticable ». The geometry of the connectors is designed as such as to enable them to prevent separation of the concrete element and the steel one (see NF EN1994-1-1 3 6.6.1.1 (7) and 6.6.1.1 (9)). Note out of specifications: It is possible to download software for rapid sizing of compo-site steel and concrete structures on the website http://www.renforcement-planchers.com. This software allows to rapidly determine the number of CTF connectors needed. This software has not been specifically validated by SOCOTEC France.


4.2 Renovation For renovation operations, the calculation benchmark is Euro-code 4 and its National Annex. These standards do not contain any specific indication for this type of configuration. However, it is recommended that a calculation based on elastic theory be undertaken, in accordance with 6.2.1.5 § EN1994-1-1.

5. Choosing the connecting elements

5.1 Choosing the connectors

5.11 Connector in a solid slab The choice of connector depends on the minimal thickness of the slab. The connector head must be covered with concrete corre-sponding to the minimum cover thickness. However, where there is no risk of corrosion, no covering thickness is prescribed. In all other cases the covering must be calculated according to standard EN 1992-1-17. Recommended heights where there is no risk of corrosion:

Slab thickness (cm) Tecnaria connector

5 CTF 040

6 CTF 040

7 CTF 060

8 CTF 070

9 CTF 080

10 CTF 090

11 CTF 090

12 CTF 105

13 CTF 105

14 CTF 125

15 CTF 135

>15 CTF 135 Table 5.11

5.12 CTF connector with steel decking In choosing the Tecnaria connector, provisions for welded headed stud shear connectors must be respected, in particu-lar: - the nominal height of the connector must be sufficient to ensure that the connector extends 24 mm (twice the diame-ter) above the upper part of the steel profile. - When the steel decks are such that the connectors cannot be placed in the centre of a trough which forms the lower part of the decking, it is advisable that they be staggered in relation to the two sides of the trough over the entire range. For each steel decking, a check must be made that no stiffener prevents the positioning of the connector.


The

orig

inal

doc

umen

t is

in F

renc

h la

ngua

ge. T

his

is a

tran

slat

ion

mad

e by

Tec

naria

.



For each steel decking, a check must be made that the con-nector can be placed in position, and therefore that the width of the bottom of the deck profile is not less than 38 mm. Since the resistance of connectors increases with height, it is advisable to choose the highest possible connector (while respecting the above conditions). The table below shows the possible uses of five models of CTF connectors for the steel decking most commonly used in France.

CTF CTF CTF CTF CTF

80 90 105 125 135 Cofrastra 40 yes yes yes yes yes

Cofraplus 60 X yes yes yes yes

Cofrastra 70 X X yes yes yes

Cofraplus 77 X X yes yes yes

PML 60 PC Joris Ide

X yes yes yes yes

60 PC Bac Acier X yes yes yes yes

Hi bond 55.750 X yes yes yes yes

Hi bond 55.800 X yes yes yes yes

HI bond 77.570 X X yes yes yes

5.2 Choosing the cartridge The type of cartridge to be used depends upon the thickness of the flange onto which the connectors are to be fixed and the steel grade of the profile. Consult the diagram below.

Flange thickness (mm) S235 S275 S355

6.0 Yellow □ Yellow □ Yellow □ 6.5 Yellow □ Yellow □ Blue □ 7.0 Yellow □ Blue □ Blue □ 7.5 Yellow □ Blue □ Blue □ 8.0 Yellow □ Blue □ Blue □ 8.5 Blue □ Blue □ Blue □ 9.0 Blue □ Blue □ Blue □ 10.00 Blue □ Blue □ Red □ 10.20 Blue □ Blue □ Red □ 10.70 Blue □ Blue □ Red □ 11.50 Blue □ Blue □ Red □ 12.70 Blue □ Blue □ Black □

13.50 Blue □ Red □ Black □

14.60 Blue □ Red □ Black □

16.00 Red □ Red □ Black □

17.50 Red □ Red □ Black □

19.00 Red □ Black □ Black □ Table 5.2a

Table 5.2a above shows indicative values: we recommend carrying out tests on site to confirm the choice.

Colour Code Level

Yellow 031240 Medium

Blue 031230 Strong

Red 031220 Very strong

Black 031210 Extra strong

Table 5.2b Checking nail penetration

The correct penetration of the nails must be checked, see the chapter «CHECKING CONFORMITY OF FIXING THE CONNECTORS» See 8.4 If the nail penetration is insufficient, use a more powerful load. If the nail penetration is excessive, use a less powerful load.

6. Inserting the connectors

6.1 Composite beams without steel decking As a rule, it is preferable to arrange the connectors trans-versely to the axis of the beam, as shown in figure 6.1.

Figure 6.1

However, in the presence of profiles where: - Minimum thickness of the profile flange where the nails are to be fixed: 8 mm, - the width of the flange is less than 56 mm, it is possible to tilt the connectors so that the fixing nails are closer to the web of the beam. However, in this new configuration, the flange thickness of the profile all along the positioning of the nails should be at least 8 mm The connector can be rotated at an angle of up to 45°. This angle is the authorised theoretical limit value. Depending on the needs of the site, a smaller angle may be implemented. A positioning deviation of a few degrees is tolerable during inser-tion.

The

orig

inal

doc

umen

t is

in F

renc

h la

ngua

ge. T

his

is a

tran

slat

ion

mad

e by

Tec

naria

.



- Maximum spacing of the connectors: 6 times the slab thick-ness or 800 mm - Minimum spacing of the connectors: 60 mm

6.2 Composite beams with steel decking CTF connectors should be placed perpendicular to the beam axis and parallel to the steel decking profiles. - Maximum spacing of the connectors: 6 times the slab thick-ness or 800 mm - Minimum spacing: 60 mm

Figure 6.2

7. Characteristics of the CTF connectors The shear resistances provided in the tables below (PRd) are design values obtained from test conducted in accordance with Eurocode 4 NF EN 1994-1-1 4 (June 2005) "Eurocode 4 – Design of composite steel and concrete structures - Part 1-1: general rules and rules for buildings"8. They incorporate a safety coefficient γv =1,25 and are to be used when checking the ultimate limit state resistance

7.1 Resistance of a connector in a solid slab In this configuration, the connectors are attached directly to the beam (without any intermediate steel decking). The connectors are placed transversely to the beam axis as shown in the figure below:

Fig. 7.1


The individual resistance (Prd) of the connectors depends on the class of concrete used. - With concrete class C25/30 :

Design resistance Ductility

Type PRd kN

CTF 040 27.3 Non ductile



CTF 080 36.6 Ductile




CTF 135 36.6 Ductile Table 7.1a

- With concrete class C30/37:


Type PRd kN








CTF 135 39.8 Ductile Table 7.1b

- With concrete of at least class C35/45:


Type PRd kN








CTF 135 43.6 Ductile Table 7.1c

- With a lightweight concrete of minimum class LC20/22 and minimum density 1400kg/m3


Type PRd kN

all CTF 31.1 Non ductile Table 7.1d

The connectors indicated as ductile possess sufficient defor-mation capacity to justify the hypothesis of an ideal plastic

The

orig

inal

doc

umen

t is

in F

renc

h la

ngua

ge. T

his

is a

tran

slat

ion

mad

e by

Tec

naria

.



behaviour of the connection in the structure considered in the calculation according to NF EN 1994-1-1 6.6.1.1. (4) 3. For further details, refer to paragraph 7.5.

7.2 Resistance of the connector in a solid slab. Case of connectors fixed at an angle of 45°.

When tilted connectors are used as described in paragraph 6.1, it is necessary to modify the value of the calculation re-sistance of the connectors. This may occur in cases of strengthening an existing floor. The connectors are attached directly to the beam (without any intermediate steel decking).

Type Design resistance

PRd kN

Ductility Concrete class

all CTF 35.9 Non ductile C25/30 C30/37

all CTF 32.1 Non ductile LC20/22

or+

all CTF 39.0 Non ductile C35/45

Table 7.2

7.3 Connector resistance with steel deck with ribs perpendicular to the beam

The shear resistance (PRd) provided below are design values in accordance with NF EN 1994-1-13 (June 2005)9, chapter 6.6.4.2 These values are resulting from a combination. For sizing, it is necessary to take the design resistance (P0) shown in the table below and multiply it by the reduction factor kt defined by: PRd = kt x P0

−⋅⋅= 1

hh

hb

n0.7k

p

sc

p

0

rt

where: nr is the number of stud connectors in one rib at a beam inter-section, not to exceed 2 in computations. The other symbols are defined in the following figures: Open trough profile

Figure 7.3a


Re-entrant trough profile

Figure 7.3b

As specified in Eurocode 4, you should not take a kt factor higher than the kt,max value given in the following table :

Number of con-nectors per rib

Thickness of metal decking (mm)

kt,max

nr = 1 ≤ 1.0 0.85

nr = 1 > 1.0 1.00

nr ≥ 2 ≤ 1.0 0.70

nr ≥ 2 > 1.0 0.80 Table 7.3a

The connectors are arranged in ribs having a height hp not exceeding 85 mm and a width b0 of at least hp . For example, for the most used steel decks with thickness ≤ 1.0 mm, the reduction factor kt is determined as follows: Type of deck Number of

connectors per rib

Reduction factor kt

nr CTF 80

CTF 90

CTF 105

CTF 125

CTF 135

Cofrastra 40 1 0,85 0,85 0,85 0,85 0,85 Cofrastra 40 2 or 3 0,70 0,70 0,70 0,70 0,70 Cofraplus 60 1 0,54 0,8 0,85 0,85 Cofraplus 60 2 or 3 0,38 0,56 0,70 0,70 Cofrastra 70 1 0,47 0,77 0,85 Cofraplus 70 2 or 3 0,43 0,55 0,65 Cofraplus 77 1 0,27 0,46 0,56 Cofraplus 77 2 or 3 0,19 0,33 0,4 PML 60 PC Joris Ide

1 0,47 0,7 0,85 0,85

PML 60 PC Joris Ide

2 or 3 0,33 0,49 0,70 0,70

60 PC Bac Acier

1 0,5 0,74 0,85 0,85

60 PC Bac Acier

2 or 3 0,35 0,53 0,70 0,70

Hi bond 55.750 1 0,61 0,85 0,85 0,85 Hi bond 55.750 2 or 3 0,43 0,61 0,70 0,70 Hi bond 55.800 1 0,61 0,85 0,85 0,85 Hi bond 55.800 2 or 3 0,43 0,61 0,70 0,70 HI bond 77.570 1 0,19 0,32 0,39 HI bond 77.570 2 or 3 0,13 0,23 0,27

Table 7.3b Reference calculation resistance P0:

The

orig

inal

doc

umen

t is

in F

renc

h la

ngua

ge. T

his

is a

tran

slat

ion

mad

e by

Tec

naria

.



Type Resistance

P0 kN Concrete

class

CTF 080 CTF 090 CTF 105 CTF 125 CTF 135 31.9 C25/30



CTF 080 CTF 090 CTF 105 CTF 125 CTF 135 27.1 LC20/22 or +

Table 7.3c Ductility: - Steel decks with open trough (definition in figure 7.3a)

Connectors nr =1 nr ≥ 2

CTF 090 ductile non ductile

CTF 105 ductile non ductile

CTF 125 ductile ductile * CTF 135 ductile ductile *

Table 7.3d Ductile *; in this case it is necessary to respect the following minimum arrangements:

Fig. 7.3c

Reinforcement bars laid with two rows of reinforcements to cover the whole height of the connector - Steel decks with re-entrant trough (definition in figure 7.3b)

Connectors nr =1 nr ≥ 2

All Non ductile Non ductile Table 7.3e

7.4 Resistance of the connector with steel decking with ribs parallel to the supporting beams.

The resistances (PRd) provided below are design values in accordance with NF EN 1994-1-1 3 (June 2005), clause 6.6.4.1. The connectors are located in an area of concrete in the form of a haunch. When the steel decking is continuous over the beam, the width of the haunch b0 is equal to the width of the concrete rib as shown in figures 7.3a and 7.3b. When the steel decking is not continuous over the beam, b0 is defined as indicated in the following figures:

Figure 7.4a

Figure 7.4b

It is necessary to take the haunch height equal to hp, total height of the steel deck (cf. figures). No specific laboratory tests have been carried out on these arrangements with ribs parallel to the beam. However, for these configurations, reference may be made to EN1994-1-1. In this case, it is necessary to take the design shear resistance (PRd) equal to the resistance in a solid slab (cf. tables §7.1) multiplied by the reduction factor kl obtained with the follow-ing equation

PRd = Ptable 7.1 x kl

11hh

hb0.6k

p

sc

p

0l ≤

−⋅⋅=

where: - Ptable 7.1 is the calculation values described in paragraph 7.1

- hsc is the overall height of the connector, but not greater than hp + 75 mm. Ductility: Since this configuration is quite similar to the one encountered in the case of a connector in a solid slab, the ductility proper-ties can be taken from paragraph §7.1.

7.5 Influence of ductility on calculation The non-ductility of the connectors influences the sizing of the beam and the structural arrangements. Reference should be made to EN1994-1-1 §6.2. Below is a simplified table of the main consequences:

Ductile connectors Non-ductile connectors

Distribution of connectors: a uniform distribution is

acceptable.

Distribution of connectors: an elastic distribution is

necessary.

Calculation: a plastic calculation is allowed.

Calculation: an elastic calculation is recommend-

ed (1).

The

orig

inal

doc

umen

t is

in F

renc

h la

ngua

ge. T

his

is a

tran

slat

ion

mad

e by

Tec

naria

.



Table 7.5 (1): alternatively, it is also possible to use the method of non-linear resistance according to Eurocode 4. See EN1994-1-1 §6.2.1.4.

7.6 Resistance of the connector in special cases

The values indicated above are values resulting from a combi-nation of several tests. For some particular cases, the tests allow a greater design resistance to be taken into account as shown in the following table. Floor with steel decking with ribs laid perpendicular to the beam and C35/45 class concrete:

Type Metal deck : Connectors per rib - nr

Design resistance PRd - kN

Ductility

CTF 080

Cofraplus 40 ArcelorMittal 1 34.84 Non

ductile

CTF 125

Cofraplus 77 ArcelorMittal 1 25.01 Ductile

Table 7.6

8. Implementation

8.1 Implementation of the steel deck It is necessary to position the steel decks carefully before installing the connectors, ensuring their flatness and adher-ence to the profiles. Follow the indications below: - In the area where two sheets overlap at the sides, the steel decks must be assembled with care.

YES NO

Figure 8.1a and 8.1b - The steel decks must be fixed to the beams with the nails intended for this purpose (e.g. SBR14 or HSBR14 nails). These fixtures allow perfect adherence of the sheet on the metal profile.

YES NO

Figure 8.1c and 8.1d

- The connectors cannot be placed in areas where there are

bolted joints:

YES NO

Figure 8.1e and 8.1f

- In areas where there are bolted joints the steel deck must be cut to maintain its overall flatness :

Figure 8.1g

- When the steel decks overlap, the steel sheets must remain flat and adhere correctly to the profile. In these areas, it is permissible to overlap at the most two steel decks with a total thickness not exceeding 2mm.

YES NO

Figure 8.1h and 8.1i

- At the ends of the decks (sheet head area) the sheets will be joined together. Avoid overlapping the sheets (one on top of the other). If necessary, it is possible to cut the portions of sheets that overlap. - In the overlapping area, it is necessary to seal the sheets (with adhesive, for example) to avoid the flow of concrete laitance. Maximum sheet thickness: 1.25 mm Reminder: the connector can be fixed on a maximum of two superimposed sheets having a maximum thickness of 1 mm each.

8.2 Implementation of the connector Determination of the connector positioning points: 1) Draw a straight line (with a marker or thread) on the steel decks so as to fix the connectors as close as possible to the centre of the beam. 2) Determine the points where the connectors are to be fixed according to the results of the calculation. 3) The connectors must absolutely be installed before the mesh reinforcement. The positioning of the mesh can be very fast using a mesh that has the same spacing as the steel deck. The connector must be placed in the centre of the bottom wave of the sheet. If the sheet has a rib in the centre of the wave, the connectors must be placed to one side or the other of the rib.

The

orig

inal

doc

umen

t is

in F

renc

h la

ngua

ge. T

his

is a

tran

slat

ion

mad

e by

Tec

naria

.



Figure 8.2

8.3 Use of the nailer Before using the nailer, carefully read the operating instruc-tions and the safety requirements supplied in the box; - A Spitfire Spit P560 nail gun must be used, fitted with a special adapter for fixing CTF connectors. - 2 nails must be fixed for each connector. Attention: the nailer must be held perpendicular to the beam. - Perform some fixing tests according to the documents supplied («orange card» and bending of the shank). Application procedure:

8.31 Positioning of circular disc cartridges

Figure 8.31

1) Open the cover by pressing the button (n° 24 – cover lock assembly)

2) Pull back the pin drive (n°1 – single shot stud drive) 3) Position circular disc cartridges in the housing provided,

carefully observing the appropriate direction. 4) Close the cover (n° 23 – cover assembly)

8.32 Inserting the nail

Figure 8.32

Pull back the pin drive, holding the handle at the bottom. Insert the nail in the barrel. A magnet will hold it in the correct firing position. The gun is ready to fire.

8.33 Fastening the connector Place the pin drive perpendicular to the support and in contact with the base plate and the head of the connector. Exert a slight pressure to deactivate the safety catch. Fire the first nail; repeat the operation to fix the other nails.

Figure 8.33

8.4 Checking the conformity of the connector fastening

The fastening of the connectors must be checked by the in-stalling company. This check must be carried out at the beginning of each nailing sequence, then while work is in progress. Two tests should be considered: a visual test and a mechanical test.

8.41 Choosing the cartridge For each fixing situation*, the appropriate load level must be chosen following the recommendations in paragraph 5.2.

Cover assembly

Pin drive for CTF

The

orig

inal

doc

umen

t is

in F

renc

h la

ngua

ge. T

his

is a

tran

slat

ion

mad

e by

Tec

naria

.



To confirm this choice, two tests should be performed: - a visual check, as in paragraph 8.44 - a mechanical check, as in paragraph 8.45

To confirm the choice of cartridge, the two tests must be satis-factory. * A fixing situation is characterised by a set of parameters that can influence the nailing result: thickness of the profile flange, steel grade, thickness of the steel deck, etc. Each time one of these characteristics changes, the nailing system must be reconfirmed.

8.42 Check while work is in progress - During nailing, a continuous visual check should be per-formed as described in paragraph 8.44. - In addition, a mechanical check (§ 8.45) is to be performed after every 250 nailed connector.

8.43 Treatment of connector assemblies with insufficient penetration

When work is in progress, when the visual test is not satisfac-tory, a mechanical inspection should be performed to ensure the validity of nailing. If the mechanical check is satisfactory, the series can be kept. Otherwise the faulty connectors must be replaced.

8.44 Visual check To ensure that the connectors are properly fixed, the penetra-tion of the nails should be checked by measuring the distance from the head of the nail to the flat part of the base plate of the connector. This measurement is performed using the card (orange) sup-plied with the connectors. The admissible value varies from 3.5 mm (maximum) to 7.5 mm (minimum). Values < 3.5 mm (maximum): In this case the nail is pushed too far in. However, these val-ues do not cast doubt on the resistance of the connector. However, it would be advisable to lower the power level of the loads used in order to avoid any risk of premature breakage of the gun. Values > 7.5 mm (minimum): When the 7.5 mm limit value is exceeded, the nail is not pushed far enough in and the test is considered unsatisfactory

Figure 8.41

8.45 Mechanical check of the connector fixture This check is partly destructive for the connector. It will there-fore be necessary to fit a new one next to the connector test-ed. The test consists of placing a tube on the shank of the con-nector and bending the shank at least 45° to either side of the connector to stress the two nails one after the other, without the nails coming out of their original position. If the connector remains in place and if the base plate adheres perfectly to the support, it means that the fixture is correct. Otherwise the fixture is considered faulty. N.B.: the fastening of the connector remains satisfactory even if play is observed between the shank and the base of the connector.

Figure 8.45

The installation of connectors must be entrusted to qualified persons who have read and understood the information in this manual for their implementation.

Correct fixture

Excessive power, reduce the load level

Insufficient power, increase the load level or perform a mechanical check

Extend the connector with a metal tube

Bend at 45°, first to one side then to the other

The

orig

inal

doc

umen

t is

in F

renc

h la

ngua

ge. T

his

is a

tran

slat

ion

mad

e by

Tec

naria

.



9. Bibliography

• NF EN 1994-1-1 3 and NF EN 1994-1-1/NA - Euro-code 44 Design of composite steel and concrete struc-tures and its national annex • Report on tests carried out on composite steel and concrete joints with bolt connectors assembled on the metal structure with nails. University of Padua, Italy. 1990 • Test Report. Shear resistance in the union between steel and concrete taking the load displacement diagram. Test Application: 09/05/1990 University of Padua, Italy. • Test Report. Bending strength. Test Application: 09/05/1990 University of Padua, Italy. • University of Padua. Outsourcing contract/agreement University of Padua - Department of Construction and Transportation and Tecnaria S.p.A. Final report on the mechanical characterization of Tecnaria connectors for composite steel-concrete beams. 2004 • Test Report. Push test. Test Application 14/9/2004 CTF nails. University of Padua, Italy. • Test Report. Push out test of connectors on a solid slab 20/6/2006 Tecnaria Laboratory • Test Report. Push out test of connectors with steel deck 28/07/2011 Tecnaria Laboratory • Test Report. Push out test of connectors on a solid slab 17/11/2011 Tecnaria Laboratory • Europäische technische Zulassung ETA-08/0040 Spit HSBR14. SPIT Setzbolzen mit den SPIT Setzgeraten P230, P230L, P525L, und P560 für die Befestigung von Stahlblech an Stahlunterkonstruktionen. • Test Report 2012: Experimental Campaign on Tec-naria connectors. 13/11/2012 University of Padua, Italy. • Test Report 2013: Experimental Campaign on Tec-naria connectors. 01/02/2013 University of Padua, Italy. • Test Report 2016: Experimental Campaign on Tec-naria connectors. July 2016 University of Trieste, Italy.

10. Reference Job site Connector Quantity

36 Avenue Georges V

PARIS 75008

(February 2007)

CTF 060

CTF 090

17000

83 Rue de la Boétie

PARIS 75008

(September 2008)

CTF 105

370

14 rue Vigée Lebrun Parc

de la Malmaison 92

REUIL MALMAISON

(January 2009)

CTF 040

400

Lycée Saint Eugène 8 rue

de la Pie Voleuse

91 PALAISEAU

(February 2009)

CTF 080

4000

Hôtel 2 Rue Saint

Florentin

CTF 090

CTF 040

2800

PARIS 75008

(March 2009)

Boulevard Soult

PARIS 75012

(March 2010)

CTF 090

4200

Parc Comitec,

18000 Bourges

(September 2010)

CTF 105

7000

Grand Palais des Champs Eliseés

PARIS 75008

(October 2010)

CTF 040

CTF 070

2800

Palais « Epolia »

125 Rue de la Faisanderie PARIS 75116

(December 2010)

CTF 070 4300

Palais Rose

50 Avenue Foch

Paris

(June 2011)

CTF 040

1850

Lycée François 1er

2 Rue Jean-Paul Sartre, 76600 Le Havre, Francia

(July 2011)

CTF 040

CTF 105

3700

CENTRE D'ART

10 RUE VOLNEY

75002 Paris

(August 2011)

CTF 040

4200

Palais commerciale

107 Rue La Boétie

75008 Paris,

(October 2011)

CTF 080

CTF 125

2800

Chambre de Commerce

21 Avenue de Paris

78000 Versailles

(March 2012)

CTF 040

1300

Rue Saint Dominique

75007 Paris

(November 2012)

CTF 070 4400

Réhabilitation de 13 logements

75020 Paris

(March 2013)

CTF 040

CTF 060

5300

Villa Pamplemousse

Cap d’Antibes

(March 2013)

CTF 070 5300

4 Rue de Quatrefages 75005 CTF 105 4000

The

orig

inal

doc

umen

t is

in F

renc

h la

ngua

ge. T

his

is a

tran

slat

ion

mad

e by

Tec

naria

.



PARIS

(August 2013) CTF 125

Chantier Villa Cimiez - 10 Avenue Villebois Mareuil 06000 NICE-CIMIEZ

(September 2013)

CTF 040 1800

Construction Siege C.A.V.F - Rue de Wendel 57700 HAYANGE

(July 2013)

CTF 070

CTF 105

1500

Chantier - 56 Bd Robert Schuman 13002 MARSEILLE

(October 2013)

CTF 040

CTF 060

CTF 080

CTF 090

CTF 125

9800

BOUISSE CMBC - 363 Avenue Pierre Grand 84300 CAVAILLON

(July 2013)

CTF 105 1700

4 Rue de Quatrefages 75005 PARIS – France

(April 2014)

CTF070

CTF125

750

Chantier - 56 Bd Robert Schuman 13002 MARSEILLE- France

(January 2014)

CTF 040

CTF 060

CTF 080

1300

Chantier - 26 Rue de la Liber-tè 34480 AUTIGNAC – France

(October 2014)

CTF 040 1300

Chantier - 65 Rue d'Anjou 75008 PARIS – France

(April 2015)

CTF 040

CTF 070

CTF 090

CTF 105

CTF 125

7600

Chantier Les Maristes LYON

(September 2015)

CTF 070 5300

Chantier - 41 Rue de la Le-gion d' Honneur 93200 SAINT DENIS – France

(March 2016)

CTF 070

CTF 125

2950

Chantier - 210, Rue Faubourg Saint Antoine 75012 PARIS – France

(February 2016)

CTF 040

CTF 060

CTF 070

CTF 090

CTF 105

CTF 125

CTF 135

9100

Chantier - 102 Boulevard Malesherbes 75017 PARIS –

CTF 040

CTF 060

2300

France

(February 2016) CTF 70

CTF 080

CTF 105

CTF 125

CTF 135

The

orig

inal

doc

umen

t is

in F

renc

h la

ngua

ge. T

his

is a

tran

slat

ion

mad

e by

Tec

naria

.

SOCOTEC DIRECTION OPERATIONNELLE CENTRALE Agence Nationale Construction

TECNARIA S.P.A.

TO MR GUAZZO AND MR MURA

VIALE PECORI GIRALDI 55

36061 BASSANO DEL GRAPPA (VI)

ITALY

Technical verification

Survey Report on New Technique

Specifications of Connectors TECNARIA CTF

For composite steel and concrete structures Version 2

Date of issue of the report: 01 September 2016

Socotec Dossier n°: 160368080000009

Report reference: : ANC 16-1191-JFB/YB

The report, drawn up in the context of the mission defined at our Technical Audit Agreement of 22 March 2016, concerns the procedure for Tecnaria CTF connectors for composite steel and concrete beams.

We thank you for using our services.

For all additional information, your Socotec contact is at your disposal

Your contact: Jérôme FOUCHÉ-BAYLION (ANC)

The original document is in French language.

This is a translation made by Tecnaria.

1 Avenue du Pare - Montlgny le Bretonneux - CS 20732 - 78182 SAINT QUENTIN EN YVELINES CEDEX Tél. :01 30 12 83 09- Fax :01 30 12 82 80 - [email protected]

SOCOTEC France - S.A. au capital de 17 648 740 euros - 542 016 654 RCS Versailles Siège social : Les Quadrants - 3 avenue du Centre - CS 20732 - Guyancourt 78182 St-Quentin-en-Yvelines Cedex - FRANCE - www .socotec.fr

The

orig

inal

doc

umen

t is

in F

renc

h la

ngua

ge. T

his

is a

tran

slat

ion

mad

e by

Tec

naria

.

Dossier : 160368080000009- Tecnaria CTF Connectors

SOCOTEC

2/6 Ref.: ANC 16-1191 JFB/YB: ANC 16-1191 JFB/YB

˃ This report consists of: 6 pages ˃ Number of copies: 1 ˃ Copy to: Management of Techniques and Methods

SUMMARY

1- OBJECT ........................................................................................................................................................................ 3 2- DESCRIPTION OF THE PROCEDURE .................................................................................................................. 3 3- SPECIAL FEATURES OF THE CTF CONNECTOR ............................................................................................. 3 4- FIELD OF USE ACCEPTED ...................................................................................................................................... 4 5- REFERENCE TESTS .................................................................................................................................................. 4 6- REFERENCE CHARACTERISTICS ........................................................................................................................ 5 7- REFERENCE DOCUMENTS .................................................................................................................................... 5 8- SPECIAL REQUIREMENTS .................................................................................................................................... 5 9- SOCOTEC NOTICE .................................................................................................................................................... 6

The

orig

inal

doc

umen

t is

in F

renc

h la

ngua

ge. T

his

is a

tran

slat

ion

mad

e by

Tec

naria

.


SOCOTEC


1- OBJECT

The company TECNARIA S.p.A. requested to SOCOTEC France of issuing a favorable notice of the use of TECNARIA CTF connectors for composite steel and concrete structures covered by the Specifications of TECNARIA CTF Connectors for composite steel-concrete structures, Version2, in the context of the mission defined at our Agreement of a Technical verification on Methods of building and New Products (EPPN) n° ANC 16-464-JFB-BK of 22 March 2016. .

Tecnaria CTF connectors are an exclusive product of the company TECNARIA S.P.A whose head office is at the following address:

TECNARIA S.P.A.

Viale Pecori Giraldi 55

36061 BASSANO DEL GRAPPA (VI)

ITALY

2- DESCRIPTION OF THE PROCEDURE

TECNARIA CTF connectors are connectors for composite steel and concrete beams.

They consist of a shank with diameter 12 mm having a head similar to that of studs, pressed on a base plate with dimensions 38*54 mm. The connector height varies according to the models. The base plate is pierced at its ends to allow the connector to be fixed to the steel beam by means of SPIT HSBR14 nails.

Specific nailing hardware, adapting to the shape of the connector, has been developed in collaboration with the SPIT company.

3- SPECIAL FEATURES OF THE CTF CONNECTOR

Unlike conventional studs, TECNARIA CTF connectors are not welded onto the metal beam but nailed on using SPIT HSBR14 nails.

This procedure allows a less restrictive installation and enables the connectors to be secured avoiding the implementation constraints imposed by welding (corrosion, gas discharge, etc.).

The

orig

inal

doc

umen

t is

in F

renc

h la

ngua

ge. T

his

is a

tran

slat

ion

mad

e by

Tec

naria

.


SOCOTEC


4- FIELD OF USE ACCEPTED

TECNARIA CTF connectors can be used as connecting elements for composite steel-concrete beams, implemented for indoor floors in buildings without direct exposure to the elements. They can be used in new constructions or in renovation work.

Their resistance has only been studied for static loads. It has not been studied for the case of fire.

Their implementation is carried out in compliance with the provisions stipulated in the Specifications Version2 established by TECNARIA on August 2016 and directly associated with this report.

The sizing of the composite beams must be conducted in accordance with Eurocodes, in particular with NF EN 1994-1-1.1

The concrete used must be minimum class C20/25 and maximum class C50/60.

In the case of lightweight concrete, this must have as minimum class LC20/22 and as maximum class LC40/44.

5- REFERENCE TESTS

The results of this survey are based on a series of tests conducted by the company TECNARIA S.P.A.

• in collaboration with the University of Padua in Italy between 2012 and 2013 and

• in collaboration with the University of Trieste in 2016.

These tests were conducted with reference to the "push out" test described in Annex B of the standard NF EN 1994-1-1. As this test only concerns solid slabs on a metal profile, additional tests were conducted on specimens with a transverse steel deck. The constructive provisions described in the standard were met with regard to tests on solid slabs. For slabs with a steel deck, in the absence of specific reference, the samples were slightly adapted for the tests to be feasible.

Resistance and displacement measurements were taken. The detachment of the slab from the metal profile and the longitudinal sliding between the two elements could thus be measured.

The test results were treated in accordance with paragraph B.2.5 of standard NF EN 1994-1-1.

For the test carried out between 2012 and 2013 SOCOTEC France monitored the implementation of the samples at the time of casting the concrete, visiting the workshops of the Company TECNARIA S.P.A., and followed a series of tests in the laboratories of the University of Padua.

1 Note of the translator: the mentioned Standard is the French version of the British Standard BS EN 1994-1-1

The

orig

inal

doc

umen

t is

in F

renc

h la

ngua

ge. T

his

is a

tran

slat

ion

mad

e by

Tec

naria

.


SOCOTEC


6- REFERENCE CHARACTERISTICS

The results allowing the sizing values indicated in the specifications to be obtained are the outcome of test data processing in accordance with annex B of standard NF EN 1994-1-1 1.

As regards the results of test pieces with a solid slab, the values are derived directly from the tests performed. All the connectors were not tested: only CTF40, CTF80 and CTF125. For safety's sake, the shear resistance values of connectors of intermediate size were considered equal to that of the next smaller tested connector. The tests, using two different types of concrete, allowed the validation of a law of linear regression for different concretes used.

As regards the test pieces with transverse steel deck, TECNARIA CTF90 and CTF125 connectors were tested with two types of steel decks. The results stated in the specifications are envelope values allowing the use of the formulas of standard NF EN 1994 - 1-1 on steel decks (kt coefficient).

7- REFERENCE DOCUMENTS • NF EN 1994-1-12 • NF EN 1994-1-1/NA3 • NF EN 1992-1-14 • NF EN 1992-1-1/NA5 • Test report 2012: Experimental Campaign on Tecnaria connectors. 13/11/12 University of

Padua, ltaly. • Test report 2013: Experimental Campaign on Tecnaria connectors. 01/02/13 University of

Padua, ltaly. • Test report 2016: Experimental Campaign on Tecnaria connectors. July 2016. University of

Trieste, ltaly.

8- SPECIAL REQUIREMENTS

The constructive requirements for stud-type connectors described in standard NF EN 1994-1-11 should be followed for the implementation of TECNARIA CTF products. The specifications define additional requirements for the implementation and monitoring of CTF connectors.

Particular attention should be paid to the ductility of the connectors used and to its consequences. The use of non-ductile connectors implies restrictions in calculation and implementation which are defined in standard NF EN 1994-1-1, which should be followed.


3 Note of the translator: the mentioned Standard is the French version of the British Standard BS EN 1992-1-1/NA


5 Note of the translator: the mentioned Standard is the French version of the British Standard BS EN 1992-1-1/NA

The

orig

inal

doc

umen

t is

in F

renc

h la

ngua

ge. T

his

is a

tran

slat

ion

mad

e by

Tec

naria

.


SOCOTEC


9- SOCOTEC NOTICE

SOCOTEC France issues a preliminary favorable notice on the use of CTF connectors, respecting the requirements of the Specifications for TECNARIA CTF connectors Version 2, defining the design, sizing, implementation and monitoring of the installation of the connectors. This notice is part of the realisation by SOCOTEC France, on request of construction managers or other figures involved in construction activities, of projects for the monitoring or technical assessment of the solidity of works in building operations.

We authorize you to join to your document this report that cancels and overrides the previous report ANC 13-1527-MB-BK of 21 June 2013 and to write in the front page of your Specifications the following quote :

Specifications examined by SOCOTEC France.

Report issued on 01 September 2016, n° ANC 16-1191-JFB/YB delivering a preliminary favorable notice.

The SOCOTEC notice is issued for a period of three years.

During this time it remains valid on condition that:

• no modification is made to TECNARIA CTF connectors, to the nails or to the fixing tools,

• the reference standard is not changed to such an extent as to question the sizing methods of the connection for composite steel-concrete beams,

• the feedback of which SOCOTEC France may be informed does not reveal any particular deficiency in the conditions contemplated by the specifications for the sizing and implementation of the connectors.

This notice will become obsolete in case of a Technical Notice6 for the same procedure.

This SOCOTEC France notice is inseparable from the Specifications of TECNARIA CTF Connectors Version 2, consisting of 16 pages.

The expiry date of the validity of this notice is 01 September 2019.

This reference document consists of 6 pages.

The engineer in charge of the dossier

6 Note of the translator: this Technical Notice is called “Avis Technique” in France and it is drawn up by another company.

The

orig

inal

doc

umen

t is

in F

renc

h la

ngua

ge. T

his

is a

tran

slat

ion

mad

e by

Tec

naria

.

Documents

Specifications of Tecnaria CTF Connectors for composite ... · STEEL-CONCRETE COMPOSITE STRUCTURES TECNARIA ... Tecnaria CTF Connectors for composite steel-concrete structures . is