REPORT No 26024178d – MOVISE · NF EN 1992-1-2 (+NA) Eurocode2 Design of concrete structures –...

MEMBER OF EOTA

Autorisé etnotifié conformément à

l’article 10 de la directive89/106/EEC du Conseil, du

21 décembre 1988, relative aurapprochement des dispositions

législatives, réglementaireset administratives des Etats

membres concernantles produits deconstruction.

REPORT No 26024178d – MOVISE

on

INDEX MOVISE injection systems in conjunction with concrete reinforcing bar (φ 8 to 40mm)

and subjected to fire exposure

REQUESTED BY:

INDEX Fixing Systems

P.I. La Portalada II

c/ Segador 13,

26006 Logroño (La Rioja)

España

The laboratories of the SAFETY, STRUCTURES, and FIRE Department of the CSTB Experimentation Division are accredited by COFRAC's Test Section, French Accreditation Committee, for the following programmes, defined in Agreement 1-0301: - no. 3 (tests on hydraulic concrete and its components) - no. 39, part 2 (tests of mechanical fastening elements, tests of expansion anchors) "As a signatory to the ILAC MRA, ICBO ES recognizes the technical equivalence of COFRAC accreditation of CSTB for the tests contained in this report." Conference of Building Officials (ICBO):5360 Workman Mill Road Whittier, CA 90601 USA The reproduction of this report is only authorised in the form of an integral photographic facsimile, unless otherwise specified by CSTB.

It comprises 35 pages numbered from 1/35 to 35/35

Evaluation report no 26024178d – MOVISE

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CONTENT

1 SCOPE .............................................................................................................................................. 3 2 NORMATIVE REFERENCES ........................................................................................................... 4 3 THERMO-MECHANICAL PROPERTIES ......................................................................................... 4 3.1 EXPERIMENTAL PROGRAM .................................................................................................................... 4 3.2 TEST DESCRIPTION .............................................................................................................................. 6 3.3 TEST SPECIMEN ................................................................................................................................... 7 4 BONDING INTERFACE TEMPERATURE PROFILES .................................................................. 12 4.1 MODELLING ASSUMPTIONS ................................................................................................................. 12 4.2 SLAB TO SLAB CONNECTION (LAPPED SPLICE / JOINT) ......................................................................... 13 4.3 WALL TO SLAB CONNECTION (ANCHORING) ......................................................................................... 15 4.4 BEAM TO BEAM CONNECTION (LAPPED SPLICE / JOINT) ........................................................................ 17 4.5 WALL TO BEAM CONNECTION (ANCHORING) ........................................................................................ 21 5 MAXIMUM LOADS.......................................................................................................................... 26 5.1 SAFETY FACTORS .............................................................................................................................. 26 5.2 SLAB TO SLAB CONNECTION ............................................................................................................... 26 5.3 WALL TO SLAB CONNECTION .............................................................................................................. 28 5.4 BEAM TO BEAM CONNECTION ............................................................................................................. 32 5.5 WALL TO BEAM CONNECTION ............................................................................................................. 33


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1 SCOPE

When subjected to fire exposure, construction elements performances are reduced by the effect of the temperature increase. At the INDEX company request, CSTB has performed a study aimed at the evaluation of the fire behaviour of injection resin system used in

conjunction with concrete reinforcing rebar (RE 500; φ 8 to 40 mm).

The maximum loads applicable through a rebar in conjunction with INDEX MOVISE as a function of both fire duration and anchorage length have been assessed for slab to slab connections, wall to slab connections, beam to beam connections and wall to beam connections.

The evaluation of these characteristics is based on a three steps procedure:

1. The first step is an experimental program aimed at the determination of the thermo-mechanical properties of the INDEX MOVISE injection anchoring system, when exposed to fire.

2. The second step consists in the finite element modelling of the temperature profiles at the bonding interface of the four considered connection types.

3. The third step consists in the determination of the bonding stress along the bonding interface using steps 1 and 2. The maximum load applicable through a rebar anchored with INDEX MOVISE mortar is then calculated by integrating this bonding stress over the interface area.

Where:

τrk is the characteristic bonding stress

T is the temperature

Fadh is the maximum load applicable to the rebar.

γS is the appropriate safety factor.

Experiment:

τrk = f(T)

Finite Element simulation:

For each fire exposure duration T along the bonding interface

τrk along the bonding interface

∫= dsF srkadh γτ /


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The present study is aimed at supplying data for the design of the injection anchoring system when exposed to fire. This study does not deal with the mechanical design at ambient temperature, neither does it deal with the design according to other accidental solicitations; these shall be done in addition.

2 NORMATIVE REFERENCES

ISO 834-1 Fire resistance Tests - Element of building construction – Part1 general requirements

EN 1363-1 Fire resistance tests Part 1 General Requirements.

NF EN 1991-1-2 Eurocode1 Actions on structures – Part 1-2: General actions - Actions on structures exposed to fire, 2003

NF EN 1992-1-2 (+NA) Eurocode2 Design of concrete structures – Part 1-2: General rules

– Structural fire design, 2005.

NF EN 1993-1-2 (+NA) Eurocode3 Design of steel structures – Part 1-2: General rules –

Structural fire design, 2005.

3 THERMO-MECHANICAL PROPERTIES

3.1 Experimental program

The experimental program is aimed at the determination of the bonding stress as a function of the temperature for the INDEX MOVISE injection system.

The tests are performed on small tensile-stressed specimens exposed to a monotonous rise in temperature of 10 degrees per minutes. The tables here after define the tests configurations which are performed in order to determine the behaviour of the INDEX MOVISE under fire exposure. These tests are carried out from 15/05/2010 to 15/07/2010 in the fire resistance laboratory of the CSTB at the MARNE-LA-VALLEE Research Centre.


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Diameter Embedment depth Applied load

[mm] [mm] [kN]

8 80 3.0

9.0

10 100 5.0

15.0

12 120

3.0

5.0

7.5

10.0

12.5

15.0

20.0

25.0

30.0

35.0

40.0

50.0

16 160 10.0

25.0

20 200 10.0

25.0

table 1 : Test initial program


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3.2 Test description

The tests were carried out in an electric furnace. For each specimen, a hole with a nominal diameter, equal to the diameter of the rebar plus 4 mm, is drilled to a depth of 10 times the rebar diameter, in each concrete cylinder. Prior to setting the rebar, temperature sensors were fastened in such a way that the temperature of the rebar could be measured at a depth of about 10 mm below the surface of the concrete, and at the rebar lower end close to the bottom of the hole. A pure tensile load is applied to the rebar by means of calibrated springs which kept constant the load level or by means of hydraulic jack.

figure 1: Monitoring device figure 2: Loading device

figure 3: high temperature, regulated, furnace


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3.3 Test specimen

The INDEX MOVISE is a high performance, 10:1 ratio injection type two component chemical anchor. Installation is by an application gun from a side-by-side cartridge, coaxial cartridge or foil capsule in a single piston cartridge with special mixing nozzle attached into a pre-drilled hole to the required installation depth. A steel bar with a diameter between 8mm and 40mm, grade b500 is then inserted into the resin using a twisting motion.

figure 4: Top to bottom: coaxial cartridge, side-by-side cartridge, single piston cartridge with foil capsule, TB mixing nozzle, KW mixing nozzle

The holes are drilled according to the specifications of the manufacturer. They are cleaned according to the written installation instructions of the manufacturer with the cleaning equipment specified by the manufacturer. The bonding material and the rebar are installed according to the manufacturer’s installation instruction with the equipment supplied by the manufacturer. Further details concerning the application can be found in the following figures.


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M8 to M40

Cleaning method 2 blows + 2 brushing operations + 2 blows

+ 2 brushing operations + 2 blows

table 2 : Cleaning method

figure 5: Cleaning method

figure 6: Brushes for cleaning the drill holes.

figure 7: Applicator gun


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The bars are embedded in steel-encased concrete cylinders of diameter 150mm.

A total of 20 rebar of diameters ranging from 8 to 20 were set in the steel-encased concrete cylinders using INDEX MOVISE injection adhesive mortar. Afterwards, they were tested under pure tensile loading and exposed under fire in order to determine the thermo-mechanical properties as well as the pull-out behaviour and to develop a passive fire prevention design concept for the use of rebar connection.

The drawing below gives details of the setting of the rebar in the concrete cylinders.

D

10

D

Ø forage : D+4

Steel bar

Sealing injected resin

Concrete cylinder

Ø : 150l : 250

figure 8: Steel-encased concrete cylinders

The characteristics of the concrete constituents as well as the way of making it, comply with the requirements of the ETAG 001.


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Test results

The failure temperature values, for each rebar diameter and applied load considered are given in the table below.

Diameter Embedment depth Applied load Failure

temperature

[mm] [mm] [kN] [°C]

8 80 3.1 151

10.1 105

10 100 5.1 175

15.1 111

12 120

3.1 352

4.1 235

5.1 210

7.6 178

10.1 147

15.0 131

18.2 109

22.5 114

30.4 100

40.2 72

50.2 63

60.1 40

16 160 7.5 208

30.3 126

20 200 10.2 227

45.1 79

table 3: Test results


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figure 9 : Bond failure after fire exposure

From these data we obtain by reference to the 5% percentile at 90% degree of confidence the relation between the temperature and the critical bond stress:

y = 183,34x-0,542

0

50

100

150

200

250

300

350

400

0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0 8.0 9.0 10.0

Temperature (°C)

Bonding

Stress (MPa)

Experimental points

Characteristic points - fractile 5%

figure 10 : INDEX MOVISE Characteristic bonding stress – temperature relationship.


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4 BONDING INTERFACE TEMPERATURE PROFILES

The knowledge of the fire behaviour of traditional concrete structures allows to assess the temperature distribution, for every duration of the fire exposure by modelling the thermal exchanges inside concrete elements. The temperature profile depends on the connection configuration: slab to slab connections or wall to slab connections or beam to beam connections or wall to beam connections. These temperatures are calculated using the finite elements method.

4.1 Modelling assumptions

Thermal actions modelling:

At the origin (t=0) every element temperature is supposed to be 20°C.

The fire is modelled by a heat flux on the exposed faces of the structure. This heat flux is a function of the gas temperature Tg which evolution is given by the conventional temperature / time relationship (ISO 834-1) :

� T T Log tg

= + +0 10

345 8 1( )

Where:

T0 is the initial temperature (°C)

t is the time in minutes.

The entering flux in a heated element is the sum of the convective and the radiation parts:

� convective flux density: (((( ))))sgc TTh −−−−====ϕϕϕϕ (W/m2),

� radiation flux density: (((( ))))4s4gr TT −−−−σσσσεεεε====ϕϕϕϕ (W/m2).

Where:

σ is the Stefan-Boltzmann parameter

Ts is the surface temperature of the heated element

ε is the resulting emissive coefficient

h is the exchange coefficient for convection.

The exchange coefficients are given by Eurocode1 part 1.2 and Eurocode2 part 1.2 (NA) (see table 4.)


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h(W/m²K) ε

Fire exposed side 25 0.7

side opposite to fire 4 0.7

table 4 : values for the exchange coefficients.

Materials thermal properties:

In this study, only concrete is considered in thermal calculation (EC2 part 1.2 art.4.3.2). The concrete thermal properties are provided by Eurocode2 part 1.2 + NA. This document considers three different kinds of concrete depending on the type of aggregates (silicate, calcareous, light). Considering that light aggregate concrete was less common than the two others the corresponding set of coefficients was rejected. Preliminary investigations lead to the choice of the silicate aggregate concrete set of coefficients as it gives conservative results.

4.2 Slab to slab connection (lapped splice / joint)

For a slab to slab connection (see Figure 11) the temperature along the bonding interface is safely supposed uniform and equal to the temperature in a slab at a depth equivalent to the concrete cover. Therefore, the temperature profiles are calculated by finite element simulation of a slab heated on one side.


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Figure 11 : Slab to slab connection

The temperatures versus the concrete cover are plotted on Figure 12 for fire durations ranging from 30 minutes to four hours.

0

200

400

600

800

1000

1200

0 20 40 60 80 100 120 140 160 180 200 220 240 260 280 300

concrete cover (mm)

tem

pera

ture

(°C

)

R30

R60

R90

R120

R180

R240

Figure 12 : Temperature at the bonding interface as a function of concrete cover.


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4.3 Wall to slab connection (anchoring)

For a wall to slab connection (see Figure 13) the temperature along the bonding interface is not uniform and depends on the fire duration and the anchoring length. Therefore, the temperature profiles are obtained by finite element modelling for each fire duration and each anchor length considered.

Model description

Figure 13 : Wall to slab connection

The modelled fire is the standard temperature / time curve with duration of 30, 60, 90, 120, 180 and 240 minutes. The considered anchor lengths range from 10 times the rebar diameter to the length that enables a load equal to the rebar yielding load.

The simulations are made taking into account the minimal concrete cover for each rebar diameter and fire exposure duration as given in the Eurocode 3 part 1.2 + NA (table 5). The anchoring length varied from 10 times the rebar diameter to the length allowing a force equal to the maximum load in a rebar not submitted to a fire.


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Fire duration (min)

φ

(mm)

D

(mm)

30 60 90 120 180 240

C-C (mm)

S-T

(mm)

C-C (mm)

S-T

(mm)

C-C (mm)

S-T

(mm)

C-C (mm)

S-T

(mm)

C-C (mm)

S-T

(mm)

C-C (mm)

S-T

(mm)

8 10 10 60 20 70 25 90 35 110 50 150 70 175

10 12 10 60 20 70 25 90 35 110 50 150 70 175

12 16 12 60 20 70 25 90 35 110 50 150 70 175

14 18 14 60 20 70 25 90 35 110 50 150 70 175

16 20 16 60 20 70 25 90 35 110 50 150 70 175

20 25 20 60 20 70 25 90 35 110 50 150 70 175

25 30 25 75 25 75 25 90 35 110 50 150 70 175

32 40 32 96 32 96 32 96 35 110 50 150 70 175

40 47 40 120 40 120 40 120 40 120 50 150 70 180

Where :

• D is the drill hole diameter

• C-C is the concrete cover

• S-T slab thickness

table 5 : Summary of the modelled configurations each rebar diameter (φ) and fire duration.

Three dimensional meshes were used. Due to symmetry considerations only half of the structure is meshed (see figure 14).

Considering that the wall located above the slab will stay at a temperature of 20°C, it has not been meshed. Therefore the modelled structure presents an L shape instead of a T shape as presented on Figure 13.

The boundary conditions are:

� On the heated sides, heat flux density, as a function of the gas temperature equal to the conventional temperature / time relationship.

� On the unexposed sides, heat flux density with a constant gas temperature of

20°C. � No heat exchange condition on the other sides.


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Figure 14 : Mesh used for the wall to slab connection temperature model.

4.4 Beam to beam connection (lapped splice / joint)

For a beam to beam connection (see figure 15) the temperature along the bonding interface is safely supposed uniform and equal to the temperature in a beam at a depth equivalent to the concrete cover. Therefore, the temperature profiles are calculated by finite element simulation of a beam heated on three sides.

Figure 15 : beam to beam connection

beam


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Four beams’ widths were studied: 20 cm, 30 cm, 40 cm and 100 cm. Because same results were observed on the 40 cm and 100 cm beams’ widths, the results are only presented for the 20 cm, 30 cm, “40 cm and more” beams’ widths.

With regard to Eurocode 2 part 1.2, fire resistances are limited in accordance with beams’ widths. For the 40 cm and more beams’ widths, a 240 minutes fire resistance can be obtained. On the other hand, fire resistance is limited to 120 minutes for 30 cm beams’ widths and to 90 minutes for 20 cm beams’ widths.

Two dimensional meshes were used. Due to symmetry considerations, only half of the section is meshed (see figure 16).

Figure 16: An example of temperature profile (T °Kelvin) – fire duration = 30 minutes – beam’s width = 20 cm

Contour lines of temperature obtained by simulation are presented here after. The range of temperatures was defined in accordance with a reasonable maximum anchorage depth equal to 500-600 mm (see 5.4). On the following figures, a grid of a 10 mm x-spacing and 20 mm y-spacing is superimposed in order to locate easily the contour lines on the beams’ sections. The contour lines correspond to 40, 60, 80, 100 and 120°C.

Figure 17: Temperature contour lines for beam’s width = 20 cm and fire duration = 30 min

There is no significant area in which the temperature keeps below 120°C after 30 minutes in a 20 cm beam’s width.

120°C

100°C

80°C

60°C

100 mm

100 mm


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There is no significant area in which the temperature keeps below 120°C after 90 minutes in a 30 cm beam’s width.

120°C

100°C

80°C60°C

100 mm

150 mm

120°C

100°C80°C

60°C

100 mm

150 mm

120°C

100°C

40°C

100 mm

150 mm


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120°C100°C

80°C

60°C

200 mm

200 mm

120°C

100°C80°C

60°C

200 mm

200 mm

120°C100°C80°C

60°C200 mm

200 mm

40°C

40°C


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Figure 24: Temperature contour lines for beam’s width = 40 cm and fire duration = 120 minutes

Figure 25: Temperature contour lines for beam’s width = 40 cm and fire duration = 180 minutes

There is no significant area in which the temperature keeps below 120°C after 180 minutes in a 40 cm or more beam’s width.

4.5 Wall to beam connection (anchoring)

For a wall to beam connection (see figure 26) the temperature along the bonding interface is not uniform and depends on the fire duration and the anchoring length. Therefore, the temperature profiles are obtained by finite element modelling for each fire duration and each anchor length considered.

Rebar diameters and fire durations are the same as before.

120°C100°C

80°C200 mm

200 mm

120°C200 mm

200 mm


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Model description

Figure 26: Wall to beam connection

The modelled fire is the standard temperature / time curve with duration of 30, 60, 90, 120, 180 and 240 minutes. The considered anchor lengths range from 10 times the rebar diameter to the length that enables a load equal to the rebar yielding load.

The simulations are made taking into account the same limitation of fire resistances as before (90 minutes for 20 cm beams’ widths and 120 minutes for 30 cm beams’ widths).

Moreover, with regard to Eurocode 2, three layers of reinforcement are taken into account in each beam. Concrete covers and minimal distance between layers are presented on the following figure.

beam


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Figure 27: reinforcement frame

Concrete covers cc are defined to assure that the temperature in the more exposed rebar keeps lesser than 400°C for the fire duration required and for the beam’s width. Under this temperature, steel mechanical properties keep constant. The following values are then obtained:

Beam’s width

Fire resistance 20 cm 30 cm 40 cm and more

R30 30 mm 30 mm 28 mm

R60 55 mm 55 mm 52 mm

R90 80 mm 80 mm 70 mm

R120 Impossible 85 mm 85 mm

R180 Impossible Impossible 110 mm

R240 Impossible Impossible 136 mm

table 6 : concrete cover versus fire resistance duration and beam’s width.

Width : 20, 30, 40 cm and more

Height for simulations

= 3*cc+3*φ+2*d

20°C

Layer 1

Layer 3

Layer 2

cc

cc

d

d

dd


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Moreover, the distance between layers is defined as:

( )mmdiameterholedrilld 60;3max ×=

The following values are then obtained:

Rebar diameter

(mm) 8 10 12 14 16 20 25 32 40

Distance between layers (mm)

60 60 60 60 60 75 90 120 141

table 7 : distance between layers versus rebar diameter.

Three dimensional meshes were used. Due to symmetry considerations, only half of the structure is meshed (see figures 28 and 29). To impose natural boundary conditions, the real shape of elements is modelled. By this way, there is no discontinuity of gas temperatures that could perturb the temperature calculation in concrete.

The boundary conditions are:

� On the heated sides, heat flux density, as a function of the gas temperature equal to the conventional temperature time relationship.

� On the unexposed sides, heat flux density with a constant gas temperature of

20°C. � No heat exchange condition on the other sides.


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Figure 28: Mesh used for the wall to beam connection temperature model.

Figure 29: An example of temperature profile (T °Kelvin) – fire duration = 2 hours – beam’s width = 40 cm.

20°C

20°C


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5 MAXIMUM LOADS

Once the temperature along the bonding interface is known, the maximum force in the rebar (resin adhesion strength) is obtained by calculating the bonding stress using its experimental temperature dependence and integrating it over the interface area and applying the appropriate safety factor.

The results given in the following paragraphs are intended for a concrete of class C20/25 and a Fe 500 steel.

5.1 Safety factors

The global safety factor (γs) is the product of partial safety factors:

• γc partial safety factor on concrete compressive strength (1,3)

• γt partial safety factor on concrete tensile strength variability (1,0)

• γf partial safety factor on field realisation variability (1,2)

The global safety factor is γs = 1,6.

5.2 Slab to slab connection

The experimental temperature - bonding stress relationship is given by:

845,1

34,183

−

=

θτ (1)

Where:

• θ is the temperature in °C

• τ is the bonding stress in MPa

The maximum bonding stresses for a given fire exposure duration and concrete cover are calculated by introducing the temperatures shown in Figure 12 in equation (1). The results are summarized in table 8.


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MOVISE

Concrete cover

(mm)R 30 R 60 R 90 R 120 R 180 R 240

10

20

30 0.7

40 1.2

50 2.3 0.6

60 4.1 0.9

70 7.1 1.5 0.7

80 11.3 2.3 1.0 0.6

90 16.9 3.4 1.4 0.8

100 23.5 5.1 2.0 1.1 0.6

110 30.4 7.4 2.8 1.6 0.7

120 37.0 10.3 3.9 2.1 1.0 0.6

130 42.7 13.9 5.3 2.9 1.2 0.7

140 47.4 18.1 7.1 3.8 1.6 0.9

150 51.0 22.8 9.4 5.0 2.1 1.1

160 53.6 27.7 12.1 6.5 2.6 1.4

170 55.5 32.5 15.2 8.4 3.3 1.8

180 56.8 37.1 18.7 10.6 4.2 2.2

190 41.3 22.5 13.2 5.2 2.7

200 44.9 26.4 16.1 6.5 3.3

210 47.9 30.3 19.4 7.9 4.1

220 50.5 34.1 22.9 9.6 4.9

230 52.5 37.7 26.5 11.5 6.0

240 54.1 41.0 30.3 13.7 7.1

250 55.4 44.0 34.0 16.1 8.5

260 56.4 46.6 37.6 18.7 10.1

270 48.9 41.0 21.5 11.8

280 50.8 44.2 24.4 13.8

290 52.4 47.1 27.4 15.9

300 53.8 49.8 30.4 18.2

310 54.9 52.1 33.5 20.7

320 55.8 54.2 36.4 23.4

330 56.5 56.0 39.3 26.1

340 57.5 42.0 28.9

350 58.8 44.5 31.8

360 46.9 34.6

370 49.1 37.5

380 51.1 40.3

390 52.9 43.0

400 54.5 45.6

410 55.9 48.0

420 50.4

430 52.5

440 54.6

450 56.4

460 58.2

470 59.6

Bonding stress (MPa)

59.6

59.6

59.6

59.6

59.6

table 8 : Maximum bonding stresses for a slab to slab connection.

The present table is aimed at supplying data for the design of the injection anchoring system when exposed to fire. This study does not deal with the mechanical design at ambient temperature, neither does it deal with the design according to other accidental solicitations, these shall be done in addition.


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5.3 Wall to slab connection

The maximum force in the rebar (resin adhesion strength) is given by:

dxxF rk

Ls

s

adh )(**1

0

τφπγ∫

=

Where:

• Fadh is the maximum force in the rebar

• φ is the rebar diameter

• τrk(x) the characteristic bonding stress at a depth of x.

τrk(x) is calculated using the temperature profiles obtained by finite element simulation and the experimental bonding stress temperature dependence.

An example of the maximum evolution with respect of the anchor length is given on figure 30. The complete results are given in table 9 to table 11.

0.0

10.0

20.0

30.0

40.0

50.0

60.0

70.0

100 150 200 250 300 350

F (kN)

Ls (mm)

R 30

R 60

R 90

R 120

R 180

R 240

Figure 30: Maximum force of rebar (φ=16mm) in conjunction with INDEX MOVISE.


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Rebar

diameter

Drill hole

diameter

Rebar

maximum

load (kN)

Rebar

anchorage

depth

φφφφ (mm) D (mm) F (kN) Ls (mm) R 30 R 60 R 90 R 120 R 180 R 240

80 4.3 1.7 1.1 0.9 0.8 0.7

95 7.8 2.8 1.7 1.4 1.1 1.1

110 13.1 4.6 2.6 2.0 1.5 1.4

120 16.2 6.3 3.4 2.6 1.9 1.7

125 7.3 3.9 3.0 2.1 1.9

140 11.3 5.9 4.3 2.9 2.5

155 16.2 8.8 6.2 4.0 3.2

170 12.8 8.8 5.4 4.2

185 16.2 12.2 7.3 5.3

200 16.2 9.8 6.9

215 13.0 8.8

230 16.2 11.1

245 14.0

255 16.2

100 10.3 3.8 2.3 1.9 1.5 1.4

110 14.4 5.2 3.0 2.4 1.9 1.7

120 19.5 7.1 4.0 3.1 2.3 2.1

130 25.3 9.5 5.2 4.0 2.9 2.5

140 12.5 6.8 5.0 3.5 3.0

150 16.3 8.8 6.4 4.3 3.6

160 21.0 11.3 8.1 5.2 4.3

170 25.3 14.3 10.1 6.3 5.0

180 18.1 12.6 7.7 6.0

190 22.7 15.6 9.3 7.1

200 25.3 19.2 11.2 8.3

210 23.5 13.5 9.8

215 25.3 14.7 10.7

220 16.1 11.6

230 19.2 13.6

240 22.7 16.0

250 25.3 18.7

260 21.8

270 25.2

275 25.3

120 21.0 7.6 4.5 3.6 2.8 2.6

135 31.2 11.6 6.6 5.0 3.7 3.4

145 36.4 15.0 8.5 6.2 4.5 4.1

150 17.1 9.6 6.9 5.0 4.4

165 24.6 13.8 9.5 6.7 5.7

180 34.3 19.4 12.9 8.9 7.4

185 36.4 21.6 14.2 9.7 8.0

195 26.6 17.3 11.7 9.4

210 35.7 23.0 15.4 12.0

215 36.4 25.3 16.8 13.0

225 30.2 20.0 15.2

240 36.4 25.8 19.1

255 32.7 23.9

265 36.4 27.6

270 29.7

285 36.4

MOVISE

Maximum force in the rebar (kN)

8 10 16.2

10 12 25.3

12 16 36.4

table 9 : Maximum load applicable to a rebar bonded with INDEX MOVISE mortar in case of fire. Intermediate values may be interpolated linearly. Extrapolation is not possible.



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Rebar

diameter

Drill hole

diameter

Rebar

maximum

load (kN)

Rebar

anchorage

depth


140 39.6 14.4 8.4 6.5 4.6 4.3

150 49.1 18.6 10.7 8.1 5.5 5.1

155 49.6 21.0 12.1 9.0 6.1 5.6

160 23.6 13.6 10.1 6.7 6.0

170 29.6 17.1 12.5 8.1 7.1

180 36.7 21.4 15.4 9.7 8.3

190 45.0 26.5 18.9 11.7 9.8

200 49.6 32.4 23.1 14.0 11.5

210 39.3 28.0 16.7 13.5

220 47.1 33.7 19.9 15.7

225 49.6 36.8 21.7 17.0

230 40.2 23.6 18.4

240 47.6 27.9 21.5

245 49.6 30.3 23.1

250 32.8 24.9

260 38.4 28.9

270 44.6 33.3

280 49.6 38.3

290 43.9

300 49.6

160 64.8 24.2 14.0 10.9 7.7 6.7

170 30.3 17.5 13.3 9.2 7.9

180 37.5 21.7 16.4 11.1 9.2

190 45.8 26.8 19.9 13.2 10.8

200 55.3 32.7 24.2 15.7 12.6

210 64.8 39.5 29.3 18.7 14.7

220 47.3 35.1 22.2 17.2

230 56.3 41.8 26.3 20.0

240 64.8 49.3 31.0 23.2

250 57.7 36.4 26.9

260 64.8 42.5 31.0

270 49.2 35.7

280 56.7 41.0

290 64.8 47.0

300 53.6

310 60.8

320 64.8

200 101.2 57.0 34.8 26.3 17.9 15.0

210 68.1 41.8 31.6 21.1 17.4

220 80.5 49.9 37.7 24.8 20.1

230 94.3 59.2 44.7 29.1 23.2

235 101.2 64.2 48.5 31.5 24.9

240 69.5 52.6 34.1 26.7

250 80.8 61.4 39.7 30.8

260 93.2 71.3 46.1 35.3

270 101.2 82.3 53.3 40.5

280 94.3 61.3 46.4

290 101.2 70.2 52.9

300 80.1 60.1

310 91.0 68.1

320 101.2 76.9

330 86.7

340 97.3

345 101.2

64.8

20 25 101.2

MOVISE


14 18 49.6

16 20




31/35

Rebar

diameter

Drill hole

diameter

Rebar

maximum

load (kN)

Rebar

anchorage

depth


250 158.1 145.0 84.5 66.2 44.3 35.7

260 158.1 97.4 76.7 51.0 40.8

270 111.5 88.3 58.6 46.5

280 127.1 101.3 67.1 52.9

290 144.3 115.4 76.5 60.0

300 158.1 130.6 87.0 67.8

310 146.9 98.5 76.3

320 158.1 111.1 85.8

330 124.8 96.3

340 139.8 107.8

350 156.1 120.3

355 158.1 126.9

360 133.8

370 148.1

380 158.1

320 259.0 259.0 230.2 170.1 120.5 97.9

330 254.2 189.7 134.8 109.5

335 259.0 199.9 142.4 115.6

340 210.5 150.4 122.0

350 232.9 167.4 135.6

360 256.4 185.7 150.3

365 259.0 195.4 158.1

370 205.3 166.3

380 226.1 183.5

390 248.5 201.9

395 259.0 211.5

400 221.4

410 242.3

420 259.0

400 404.7 404.7 404.7 404.7 289.4 242.7

405 302.2 253.3

410 315.5 264.3

415 329.1 275.5

420 342.9 287.2

425 356.9 299.2

430 371.3 311.6

435 385.8 324.3

440 400.6 337.2

445 404.7 350.3

450 363.7

455 377.4

460 391.6

465 404.7

MOVISE


25 30 158.1

47 404.7

32 40 259.0

40




32/35

5.4 Beam to beam connection

The experimental temperature - bonding stress relationship is given as before by:

845,1

34,183

−

=

θτ

The maximum bonding stresses for the maximum temperature in a given area of figures 17 to 25 are calculated by introducing the temperatures of contour lines in the above equation. The results are summarized in table 12.

Maximum

temperature in

area (°C)

Bonding stress (MPa)

40 16.6

60 7.9

80 4.6

100 3.1

120 2.2

MOVISE

table 12 : Maximum bonding stresses for a beam to beam connection. See figures 17 to 25 to use correctly this table.


An over presentation of the results is given here after: the rebar anchorage depth that vouches for the resin adhesion strength is stronger than the tensile strength of the rebar (rebar maximum load permitted in case of fire). Rebar anchorage depths are presented in table 13.

40 60 80 100 120

8 10 16.2 80 131 223 337 471

10 12 25.3 100 164 279 421 589

12 16 36.4 120 197 335 505

14 18 49.6 140 230 390 589

16 20 64.8 160 262 446

20 25 101.2 200 328 558

25 30 158.1 250 410

32 40 259.0 320 525

40 47 404.7 400

MOVISE - Rebar anchorage depth (mm)Rebar

diameter

(mm)

Drill hole

diameter

(mm)

Rebar

maximum

load (kN)

Maximum temperature in area (°C)

table 13 : anchorage depth applicable to a rebar bonded with INDEX MOVISE mortar in case of fire. See figures 17 to 25 to use correctly this table.



33/35

5.5 Wall to beam connection

In order to present results in a simple manner, we prefer present here the rebar anchorage depth that vouches for the resin adhesion strength is stronger than the tensile strength of the rebar (rebar maximum load permitted in case of fire). The presentation of the results as for the wall to slab connection would require 27 tables!

For a given rebar anchorage depth, the adhesion strength is given as before by:

dxxF rk

Ls

s

adh )(**1

0

τφπγ∫

=

We then present in the following tables (table 14 to table 16) the rebar anchorage depths “Ls”, for all layers and in each permitted configuration for beams, for which Fadh is higher than the corresponding “rebar maximum load” in tables.

Rebar

diameter

Drill hole

diameter

Rebar

maximum

load (kN)

φφφφ (mm) D (mm) F (kN) Fire duration R 30 R 60 R 90 R 120 R 180 R 240

concrete

cover (mm)30 55 80

Layer n°1 111 143 167

Layer n°2 100 130 156

Layer n°3 98 126 152

Layer n°1 118 152 178

Layer n°2 107 140 167

Layer n°3 105 136 164

Layer n°1 125 160 188

Layer n°2 120 148 177

Layer n°3 120 145 174

Layer n°1 140 168 196

Layer n°2 140 156 186

Layer n°3 140 152 183

Layer n°1 160 175 204

Layer n°2 160 163 194

Layer n°3 160 160 191

Layer n°1 200 200 217

Layer n°2 200 200 206

Layer n°3 200 200 204

Layer n°1 250 250 250

Layer n°2 250 250 250

Layer n°3 250 250 250

Layer n°1 320 320 320

Layer n°2 320 320 320

Layer n°3 320 320 320

Layer n°1 400 400 400

Layer n°2 400 400 400

Layer n°3 400 400 400

MOVISE beam's width = 20 cm

Rebar anchorage depth (mm)

16.2

10 12 25.3

8 10

12 16

64.8

20 25 101.2

36.4

14 18 49.6

16 20

404.7

25 30 158.1

32 40 259.0

40 47

table 14 : anchorage depth applicable to a rebar bonded with INDEX MOVISE mortar in case of fire.



34/35

Rebar

diameter

Drill hole

diameter

Rebar

maximum

load (kN)


concrete

cover (mm)30 55 80 85

Layer n°1 111 141 159 184

Layer n°2 99 126 141 168

Layer n°3 98 122 135 161

Layer n°1 118 150 170 197

Layer n°2 107 136 153 181

Layer n°3 105 131 147 174

Layer n°1 125 159 180 207

Layer n°2 120 144 163 192

Layer n°3 120 140 157 185

Layer n°1 140 166 188 216

Layer n°2 140 152 172 201

Layer n°3 140 147 166 195

Layer n°1 160 173 196 225

Layer n°2 160 160 180 210

Layer n°3 160 160 174 203

Layer n°1 200 200 210 240

Layer n°2 200 200 200 222

Layer n°3 200 200 200 217

Layer n°1 250 250 250 256

Layer n°2 250 250 250 250

Layer n°3 250 250 250 250

Layer n°1 320 320 320 320

Layer n°2 320 320 320 320

Layer n°3 320 320 320 320

Layer n°1 400 400 400 400

Layer n°2 400 400 400 400

Layer n°3 400 400 400 400

16 36.4

10 12 25.3

12

14 18 49.6

MOVISE beam's width = 30 cm


8 10 16.2

16 20 64.8

20 25 101.2

25 30 158.1

32 40 259.0

40 47 404.7




35/35

Rebar

diameter

Drill hole

diameter

Rebar

maximum

load (kN)


concrete

cover (mm)28 52 70 85 110 136

Layer n°1 111 143 165 182 211 233

Layer n°2 101 128 148 164 192 215

Layer n°3 99 124 141 156 182 205

Layer n°1 119 152 176 195 226 251

Layer n°2 108 138 159 177 207 232

Layer n°3 107 133 153 168 197 222

Layer n°1 125 160 185 205 238 265

Layer n°2 120 146 169 188 220 247

Layer n°3 120 142 162 180 210 237

Layer n°1 140 167 193 214 249 277

Layer n°2 140 154 178 197 232 260

Layer n°3 140 149 171 189 222 251

Layer n°1 160 174 201 223 259 288

Layer n°2 160 161 185 206 242 272

Layer n°3 160 160 179 198 232 262

Layer n°1 200 200 214 238 276 307

Layer n°2 200 200 200 217 255 287

Layer n°3 200 200 200 211 246 278

Layer n°1 250 250 250 254 295 328

Layer n°2 250 250 250 250 271 305

Layer n°3 250 250 250 250 264 297

Layer n°1 320 320 320 320 320 353

Layer n°2 320 320 320 320 320 327

Layer n°3 320 320 320 320 320 320

Layer n°1 400 400 400 400 400 400

Layer n°2 400 400 400 400 400 400

Layer n°3 400 400 400 400 400 400

MOVISE beam's width = 40 cm or more


10 12 25.3

8 10 16.2

12 16 36.4

14 18 49.6

16 20 64.8

20 25 101.2

40 47 404.7

25 30 158.1

32 40 259.0



REPORT No 26024178d – MOVISE · NF EN 1992-1-2 (+NA) Eurocode2 Design of concrete structures –...

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Transcript of REPORT No 26024178d – MOVISE · NF EN 1992-1-2 (+NA) Eurocode2 Design of concrete structures –...