Fixing of Rebar in Concrete

7/28/2019 Fixing of Rebar in Concrete

1/98

Post-installed rebar connecmortar FIS V and FIS EM

5.1 Types ................... ..................... .

5.2 Applications ..................... ........

5.3 Features and advantages .....

5.4 Installation ................... ............

5.5 Design .................... ...................

5.6 Design tables......................... ..


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Post-installed rebar connectionswith Injection mortar FIS V and FIS EM

5

5.1 Types

Injection mortar

FIS V 360 S

Injection mortar

FIS VS 360 S

Injection mortar

FIS V 950 S, FIS VS 950 S

Static mixer FIS S

Description

The fischer injection mortar FIS V is a styrene-free hybrid mortar that cobinder (vinylester) and a mineral binder (cement). Resin and cement as hardener are stored in two separate chambers and are not mixed and athrough the static mixer.

Advantages over synthetic mortars

Higher temperature resistance compared to epoxy, polyester and vin Improved chemical resistance Reduced shrinkage L iti t h l l i


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5.2 Applications

Extension of cantilevered slabs and refurbish-ment of slab edges.

Bent reinforcement can be easily installedusing FIS V.

Starter bars for extending concrete walls.

Starter bars for closing openings.

Anchoring of staircase landings.

Connection of a cantilevered slab to the edgeof a concrete floor using spliced bars.


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5

5.3 Features and advantages

Time and cost savings compared to tradi-tional break-out and making good of conc-rete elements

Subsequent flexible planning resulting ineasy change of use or easy extension ofbuildings

Defined performance in accordance withassessments and approval documents

Design in accordance with EC2 like cast-inrebars

Resin is alkaline, providing improved corro-sion resistance

5.4 Installation

Drilling process

Position of drill hole should be provided by thedesign engineer.

For precise drilling parallel to an existing sur-face a drilling aid is available from the fischerrange to ensure deviations 2 %.

Blowing-out of the drill hole

The drill hole must be blown-out 3 times from

Brushing of the dri

The drill hole must busing the stainless sterange.

Blowing-out of the d

The drill hole must bethe bottom of the holair lance from the fiscpressed air 6 bar).

Injection of the hyb

Filling the drill hole fro

The fischer injection aof the extension nozzted to avoid any air bu


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For optimum installation fischer offers a com-prehensive range of equipment.

System kit

...contains all the important equipment forcorrect installation.

The system kit contains a drilling guide, exten-sions for the steel brush, injection aid, clea-ning lance, steel brushes and further usefulequipment. It also contains the installationinstructions and a check list for documenta-tion of the installation process.

The drilling guide

Injection guns

...guaranteed no-tiredring a hand operated

a pneumatic gun for puse.

The injection aid

...makes it easy to fibubbles. The aid is atextension nozzle. Usinpressure to be felt eas

The FIS V extensio

...enables the hybrid to the bottom of the d


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5

Table 5.1:

Gelling time

Concrete temperature Setting time [min]

FIS V FIS VS

+ 5 C 9 -

+ 10 C 6 18

+ 15 C 4 12

+ 20 C 3 9

+ 25 C 2.5 7

+ 40 C *) 2 *) 4

*) With temperatures above 30 C to 40 C the cartridges have to be cooled

down to 15 C ... 20 C (water bath or cool box).

Table 5.2:

Curing time

Concrete temperature Curing time [min]

FIS V FIS VS

- 5 C 360 -

0 C 180 360

+ 5 C 90 180

+ 10 C 80 120

+ 15 C 60 90

+ 20 C 50 60

+ 25 C 40 45

+ 30 C 35 35

+ 40 C 25 25

Required volume of resin

(d - d ) l = k lV FIS V = 24 0

2

S v v

Where:

VFIS V = mortar volume [ml]

lv = anchorage length [cm]

Example:

A rebar with a diametshould be installed wiof 850 mm. The requVFIS V = k lv = 1.77

= 150.45 ml

5.5. Design5.5.1 Basics

For the assessment under tension two me

Design in non-reintheorie)

The loads are transusing its tensile strof failure are concretanchor from the drill hdesign can be done CC-Method (see Anne

Design in reinforce

The load is transmittforcement by compreis done similarly to theThe following parts oexclusively with the drete based on EC2.

The equations and thare based on the assmission of loads, e. g.requirements of the rlations. Possible natio


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Generally the design of post-installed rebarsand lap splices can be done in accordancewith EC2. There are some minor deviationsregarding the condition of application, e.g.minimum anchorage length, behaviour underfire and minimum concrete cover.

Design with higher bond strength than those

recommended in the national regulationsis not recommended because a significantincrease in displacement of the bar has to beexpected.

5.5.2 Partial safety factors for actions

The partial safety factors for actions may betaken in accordance with EC2:

Table 5.4:

Partial safety factor

Favourable

(reducing of loading)

Unfavourable

(increasing of loading)

Dead loads G 1.0 1.35Variable loads Q 0 1.5

5.5.3 Steel values of resistance

The value of resistance of a rebar under ten-sion depends on the material properties (yield

strength, tensile strength) and on the cross-sectional area of the bar.

d NRd,s

=2

4

f

syk

s

(5.1)

Where:

NRd, s = design valutance for s

ds = diameter o

fyk = yield streng

s = partial safe

= 1.15

5.5.4 Bond streng

rage length

5.5.4.1 Bond condit

The bond strength of

mainly on the surfacdimensions of the strthe inclination of the b

Good bond conditio5.2.2.1):

a) When the rebar ha

90.Direction

b) When the rebar ha45 and the thicknesponent in the directi


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5

Direction of concreting

c) When the thickness of the structural com-ponent is greater than 250 mm and the rebaris located in the lower half of the component.


d) When the thickness of the structural com-ponent is greater than 600 mm and the rebar

is located at least 300 mm from the uppersurface of the component


Poor bond conditioun-hatched areas.

5.5.4.2 Design resis

strength

The load bearing capment behaviour of a pFIS V is similar to that concrete compressivemeasured with cylind

= 2.25

1f

bd

Where:

1 = 1.0 for go

= 0.7 for al

2 = 1.0 for ds= (132 - d

sfctd = (ct fctk,ct = influence

mance

= 1.0

fctk, 0.05 = lower lim

sile strengtile)

c = safety co

= 1.5

With post-installed re


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5.5.4.3 Basic value of the required

anchorage length

The basic required anchorage length lb,rqd isneeded to anchor the force (As sd) in a barassuming constant bond stress. For sd = fydthe maximum steel capacity can be gained.Thus steel failure is decisive and a further

increase in anchorage length does not resultin an increase in capacity.

= lb, rqd

d

4

s

f

sd

bd

(5.3)

Where:

lb, rqd = basic value of the required ancho-rage length

ds = diameter of the rebar

sd = design value of the tensile steelstrength in the bar at the posi-

tion from where the anchorage ismeasured from

fbd = design value of the bond strength(see Equation (5.2) and Table(5.6))

5.5.4.4 Anchorag

5.5.4.4.1 Required

The design value of tcalculated as follows:

lbd

= 1

2

3

4

Where:

1 = influence o

2 = influence o

c = concrete c

3 = influence forcement


5 = influence o

lb, rqd = basic value

lb, min = minimum a

Where: 2 3

Table 5.7:Values of 1, 2, 3, 3, 4 and 5 coeffi cients

Influence factor Type of anchorage Reinforcemen

in tension

Shape of bars

straight 1 = 1.0

other than straight (see pr EN 1992-1-1: 2003

figure 8.1 (b), (c) and (d))

1 = 0.7 if cd > 3 ds

otherwise 1 = 1.0


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5

Where:

= (Ast - Ast, min)/AsAst = cross-sectional area of the trans-

verse reinforcement along thedesign anchorage length lbd

Ast, min= cross-sectional area of the mini-

mum transverse reinforcement

= 0.25 As for beams and 0 for slabs

As = area of a single anchored bar withmaximum bar diameter

= values see pr EN 1992-1-1: 2003in figure 8.4

p = transverse pressure [MPa] at ulti-mate limit state along lbd

Minimum anchorage length

- for rebars in tension

lb, min

= {max 0.3 lb, rqd

; 10 ds

; 100 mm}

(5.4 a)

- for rebars in compression

lb, min > max {0.6 lb, rqd; 10 ds; 100 mm}

(5.4 b)

l0

= 1

2

3

4

Where:

l0 = required la

lb, rqd = basic valuerage length

1 = influence o

2 = influence o


5 = influence o


6 = influence ooverlappingtion

= 1.5, if all cross-secti

Minimum lap length

l0, min

>max{0.36

Where:


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Table 5.8:

Percentage of lapped bars relative tothe total cross-section area

< 25% 33% 50% > 50%

6 1 1.15 1.4 1.5

Note: Intermediate values may be determined by intepolation.

5.5.5 Concrete cover

5.5.5.1 Minimum concrete cover in

accordance with environmentalconditions

Table 5.9:

Minimum concrete cover according to environmental conditions

Exposure class 1) Minimum

concrete cover

c in mm 2)

1 Dry environment 15

2a

Humid environment

without frost 20

2b with frost 25

3 Humid environment with frost and de-icing salts 40

4aSeawater environment

without frost 40

4b with frost 40

5a slightely 25

5b Aggressive chemical environment moderately 30

5c high 40

1)

For detailed information see EC2, Tables 4.1 and 4.22) A reduction of 5 mm may be considered for slabs in the exposure classes 2 to 5

5.5.5.2 Minimum concrete cover accor-

ding to the type of drilling

With post-installed rebars tolerances mayoccur depending on the tools used (drilling

guide). These tolerances may be consideredby increasing the minimum concrete cover.The following table gives values based onvarious test series.

Table 5.10:

of the position of the table is valid for anchthe surface of the coTable 5.24 gives the tion of the concrete anchorages parallel torete exposed to fire.

5.5.6 Transvers

5.5.6.1 Required

ment for

(EC 2 sect

In beams transverse r

provided: for anchorages othere is no transversthe support reaction supports)

for all anchoragession

The minimum crosstransverse reinforcemarea of one anchored should be evenly distrage length.

For rebars in compresforcement should suconcentrated at the eextend beyond it to times the diameter of


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5

5.6 Design tablesDesign tables (tables 5.11 to 5.30) can beused as follows:

Required anchorage length lbd lb, min

The minimum anchorage length lb, min ofanchorages in general and of anchorages at

an end support (indirect support) can be cal-culated in accordance with equation (5.4a)for rebars in tension and (5.4b) for rebars incompression.

Example:

ds = 10 mm, design action NSd = 15.0 kN,

basic value of the anchorage length lb, rqd =473 mm, anchorage length lbd = 208 mm(Table 5.13)

- Rebar in tensionlb, min = 0.3 lb,rqd = 0.3 473 mm

= 142 mm

< lbdlb, min = 10 ds = 10 10 mm = 100 mm

< lbd

lb, min = 100 mm < lbd

Anchorage length of the rebar lbd = 208 mm.

- Rebar in compressionlb, min = 0.6 lb, rqd = 0.6 473 mm

= 284 mm> lbd

lb i = 10 d = 10 10 mm = 100 mm

Example:ds = 16 mm, design a

basic value of the an756 mm, anchorage(Table 5.13)

- Rebar with 50% lapp

l0 = lbd 6 = 4

= 606 mm

l0, min

l0, min = 0.3 6 lb= 317 mm

l0, min = 15 ds = 15= 240 mm

l0, min = 200 mm

Anchorage length of t

The transmission o

ports of the concrete mspecial consideration.

Expertly done inswith the manufacturtions with special drilling, proper cleaninjection of resin with

Yield strength of the

Compressive stremeasured in cylinders

The following tables


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Required edge distance and spacing accor-ding to Fig. 5.1.

Figure 5.1:

Definition of edge distance and spacing given in tables 5.11

- 5.30.

cs

c

c

c

s

c


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5

Design loads acc. Rebar Theory depending on the anchorage length in nonTable 5.11a: Metric sizes / Concrete C20/25, fck = 20 N/mm, steel: fyk = 400 N/m

Rebar size ds [mm] 8 10 12 14 16

Drill diameter d0 [mm] 12 14 16 18 20

Cross section As [mm] 50 79 113 154 201

Design yield force Nyd,s [N/mm] 17.5 27.3 39.3 53.5 69.9

Length to develop yield lb0 [mm] 202 252 302 353 403

Development length as multiple of ds 25 25 25 25 25

Design bond strength fbd [N/mm] 3.5 3.5 3.5 3.5 3.5

Edge distance c [cm] 8 10 12 14 16Spacing s [cm] 16 20 24 28 32

Designload

[kN]

fyk=400N/

mm

concreteC2

0/25

Anchorageleng

th[mm]

100 8.7 10.8

125 10.8 13.5 16.3

150 13.0 16.3 19.5 22.8

175 15.2 19.0 22.8 26.6 30.3

200 17.3 21.7 26.0 30.3 34.7

225 17.5 24.4 29.3 34.1 39.0

250 27.1 32.5 37.9 43.4

275 27.3 35.8 41.7 47.7

300 39.0 45.5 52.0325 39.3 49.3 56.4

350 53.1 60.7

375 53.5 65.0

400 69.4

450 69.9

500

550

600

650

700

750

Table 5.11b: Imperial sizes / Concrete C20/25, fck = 20 N/mm, steel: fyk = 400 N/

Imperial size # 3 4 5 6 7

Rebar size ds [mm] 9.5 12.7 15.9 19.1 22.

Drill diameter d0 [mm] 14 17-18 20 24-25 28


Design yield force Nyd,s [N/mm] 24.8 44.1 68.8 99.1 134


Development length as multiple of ds 25 25 25 25 25Design bond strength fbd [N/mm] 3.5 3.5 3.5 3.5 3.5

Edge distance c [cm] 9.5 13 16 19 22

Spacing s [cm] 19 26 32 38 44

100 10.3 13.8

125 12.9 17.2 21.5

150 15.5 20.6 25.8 31.0

175 18 1 24 1 30 1 36 1 42


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Design loads acc. Rebar Theory depending on the anchorage length in nonTable 5.12a: Metric sizes Concrete C20/25, fck = 20 N/mm, steel: fyk = 420 N/mm









Designload

[kN]

fyk=420N/mm

concreteC2

0/25

Anchorageleng

th[mm]

100 8.7 10.8

125 10.8 13.5 16.3

150 13.0 16.3 19.5 22.8

175 15.2 19.0 22.8 26.6 30.3

200 17.3 21.7 26.0 30.3 34.7

225 18.4 24.4 29.3 34.1 39.0

250 27.1 32.5 37.9 43.4

275 28.7 35.8 41.7 47.7

300 39.0 45.5 52.0325 41.3 49.3 56.4

350 53.1 60.7

400 56.2 65.0

450 69.4

500 73,4

550

600

650

700

750

Table 5.12b: Imperial sizes Concrete C20/25, fck = 20 N/mm, steel: fyk = 420 N/m


Rebar size ds [mm] 9.5 12.7 15.9 19.1 22.








Spacing s [cm] 19 26 32 38 44

100 10.3 13.8

125 12.9 17.2 21.5

150 15.5 20.6 25.8 31.0

175 18.1 24.1 30.1 36.1 42.


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5










Designload[

kN]

fyk=460N/mm

concreteC20

/25

Anchoragelength

[mm]

100 8.7 10.8

125 10.8 13.5 16.3

150 13.0 16.3 19.5 22.8

175 15.2 19.0 22.8 26.6 30.3

200 17.3 21.7 26.0 30.3 34.7

225 19.5 24.4 29.3 34.1 39.0

250 20.1 27.1 32.5 37.9 43.4

275 29.8 35.8 41.7 47.7

300 31.4 39.0 45.5 52.0

325 42.3 49.3 56.4

350 45.2 53.1 60.7

400 60.7 69.4

450 61.6 78.0

500 80.4

550

600

650

700

750

800

850

Table 5.13b: Imperial sizes Concrete C20/25, fck = 20 N/mm, steel: fyk = 460 N/m


Rebar size ds [mm] 9.5 12.7 15.9 19.1 22.




Length to develop yield lb0 [mm] 276 368 460 552 644Development length as multiple of ds 29 29 29 29 29



Spacing s [cm] 19 26 32 38 44

100 10.3 13.8

125 12.9 17.2 21.5

150 15 5 20 6 25 8 31 0


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Edge distance c [cm] 8 10 12 14 16

Spacing s [cm] 16 20 24 28 32

Designload[

kN]

fyk=500N/mm

concreteC20

/25

Anchoragelength

[mm]

100 8.7 10.8

125 10.8 13.5 16.3

150 13.0 16.3 19.5 22.8

175 15.2 19.0 22.8 26.6 30.3

200 17.3 21.7 26.0 30.3 34.7

225 19.5 24.4 29.3 34.1 39.0

250 21.7 27.1 32.5 37.9 43.4

275 21.9 29.8 35.8 41.7 47.7

300 32.5 39.0 45.5 52.0

350 34.1 45.5 53.1 60.7

400 49.2 60.7 69.4

450 66.9 78.0

500 86.7

550 87.4

600

650

700

750

800

850

890



Rebar size ds [mm] 9.5 12.7 15.9 19.1 22.







Spacing s [cm] 19 26 32 38 44

100 10.3 13.8

125 12.9 17.2 21.5

150 15 5 20 6 25 8 31 0


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5









Edge distance c [cm] 8 10 12 14 16

Spacing s [cm] 16 20 24 28 32

Designload[

kN]

fyk=550N/mm

concreteC20

/25

Anchoragelength[mm]

100 8.7 10.8

125 10.8 13.5 16.3

150 13.0 16.3 19.5 22.8

175 15.2 19.0 22.8 26.6 30.3

200 17.3 21.7 26.0 30.3 34.7

250 21.7 27.1 32.5 37.9 43.4

300 24.0 32.5 39.0 45.5 52.0

350 37.6 45.5 53.1 60.7

400 37.6 52.0 60.7 69.4

450 54.1 68.3 78.0

500 73.6 86.7

550 95.4

600 96.2

650

700

750

800

850

900

950

980



Rebar size ds [mm] 9.5 12.7 15.9 19.1 22.







Spacing s [cm] 19 26 32 38 44

100 10.3 13.8

125 12.9 17.2 21.5

175 18 1 24 1 30 1 36 1


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Rebar size ds [mm] 8 10 12 14 16 20 25

Drill diameter d0 [mm] 12 14 16 18 20 25 30

Cross section As [mm] 50 79 113 154 201 314 491

Design yield force Nyd,s [N/mm] 17.5 27.3 39.3 53.5 69.9 109.3 170.7

Length to develop yield lb0 [mm] 151 189 227 265 302 378 473

Development length as multiple of ds 19 19 19 19 19 19 19

Design bond strength fbd [N/mm] 4.6 4.6 4.6 4.6 4.6 4.6 4.6

Edge distance c [cm] 8 10 12 14 16 20 25

Spacing s [cm] 16 20 24 28 32 40 50

Designload[

kN]

fyk=400N/mm

concreteC20

/25

Anchoragelength[mm]

100 11.6 14.5

125 14.5 18.1 21.7

150 17.3 21.7 26.0 30.3

175 17.5 25.3 30.3 35.4 40.5

200 27.3 34.7 40.5 46.2

225 39.0 45.5 52.0 65.0

250 39.3 50.6 57.8 72.3

275 53.5 63.6 79.5

300 69.4 86.7 108.4

325 69.9 93.9 117.4

350 101.2 126.4

375 108.4 135.5

400 109.3 144.5

450 162.6

500 170.7

550

600

650

700

750

800


Imperial size # 3 4 5 6 7 8 9

Rebar size ds [mm] 9.5 12.7 15.9 19.1 22.2 25.4 28

Drill diameter d0 [mm] 14 17-18 20 24-25 28 30-32 35-


Design yield force Nyd,s [N/mm] 24.8 44.1 68.8 99.1 134.9 176.2 224

Length to develop yield lb0 [mm] 180 240 300 360 420 480 54Development length as multiple of ds 19 19 19 19 19 19 1

Design bond strength fbd [N/mm] 4.6 4.6 4.6 4.6 4.6 4.6 4.

Edge distance c [cm] 9.5 13 16 19 22 25 2

Spacing s [cm] 19 26 32 38 44 50 5

100 13.8 18.4

125 17.2 22.9 28.7

150 20 6 27 5 34 4 41 3


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5


Rebar size ds [mm] 8 10 12 14 16 20 25



Design yield force Nyd,s [N/mm] 18.4 28.7 41.3 56.2 73.4 397 179.3





Spacing s [cm] 16 20 24 28 32 40 50

Designload[kN]

fyk=420N/mm

concreteC20

/25

Anchoragelength[mm]

100 11.6 14.5

125 14.5 18.1 21.7

150 17.3 21.7 26.0 30.3

175 18.4 25.3 30.3 35.4 40.5

200 28.7 34.7 40.5 46.2

225 39.0 45.5 52.0 65.0

250 41.3 50.6 57.8 72.3

275 55.6 63.6 79.5

300 56.2 69.4 86.7 108.4

325 73.4 93.9 117.4

350 101.2 126.4

375 108.4 135.5

400 114.7 144.5

450 162.6

500 179.3

550

600

650

700

750

800



Rebar size ds [mm] 9.5 12.7 15.9 19.1 22.2 25.4 28







Spacing s [cm] 19 26 32 38 44 50 5

100 13.8 18.4

125 17.2 22.9 28.7

150 20 6 27 5 34 4 41 3


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Rebar size ds [mm] 8 10 12 14 16 20 25








Spacing s [cm] 16 20 24 28 32 40 50

Designload[kN]

fyk=460N/mm

concreteC20

/25

Anchoragelength[mm]

100 11.6 14.5

125 14.5 18.1 21.7

150 17.3 21.7 26.0 30.3

175 20.1 25.3 30.3 35.4 40.5

200 28.9 34.7 40.5 46.2

225 31.4 39.0 45.5 52.0 65.0

250 43.4 50.6 57.8 72.3

275 45.2 55.6 63.6 79.5

300 60.7 69.4 86.7 108.4

350 80.4 101.2 126.4

400 115.6 144.5

450 125.7 162.6

500 180.6

550 196.3

600

650

700

750

800

850

870



Rebar size ds [mm] 9.5 12.7 15.9 19.1 22.2 25.4 28







Spacing s [cm] 19 26 32 38 44 50 5

100 13.8 18.4

125 17.2 22.9 28.7

150 20 6 27 5 34 4 41 3


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5


Rebar size ds [mm] 8 10 12 14 16 20 25








Spacing s [cm] 16 20 24 28 32 40 50

Designload[kN]

fyk=500N/

mm

concreteC20

/25

Anchoragelength[mm]

100 11.6 14.5

125 14.5 18.1 21.7

150 17.3 21.7 26.0 30.3

175 20.2 25.3 30.3 35.4 40.5

200 21.9 28.9 34.7 40.5 46.2

225 32.5 39.0 45.5 52.0 65.0

250 34.1 43.4 50.6 57.8 72.3

300 49.2 60.7 69.4 86.7 108.4

350 66.9 80.9 101.2 126.4

400 87.4 115.6 144.5

450 130.1 162.6

500 136.6 180.6

550 198.7

600 213.4

650

700

750

800

850

900

950



Rebar size ds [mm] 9.5 12.7 15.9 19.1 22.2 25.4 28







Spacing s [cm] 19 26 32 38 44 50 5

100 13.8 18.4

125 17.2 22.9 28.7

150 20 6 27 5 34 4 41 3


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Rebar size ds [mm] 8 10 12 14 16 20 25



Design yield force Nyd,s [N/mm] 24.0 37.6 113 73.6 96.2 150.3 234.8

Length to develop yield lb0 [mm] 208 260 54.1 364 416 520 650




Spacing s [cm] 16 20 24 28 32 40 50

Designload[k

N]

fyk=550N/m

m

concreteC20/

25

Anchoragelength

[mm]

100 11.6 14.5

125 14.5 18.1 21.7

150 17.3 21.7 26.0 30.3

175 20.2 25.3 30.3 35.4 40.5

200 23.1 28.9 34.7 40.5 46.2

250 24.0 36.1 43.4 50.6 57.8 72.3

300 37.6 52.0 60.7 69.4 86.7

350 54.1 70.8 80.9 101.2

400 73.6 92.5 115.6 144.5

450 96.2 130.1 162.6

500 144.5 180.6

550 150.3 198.7

600 216.8

650 234.8

700

750

800

850

900

950

1000

1040



Rebar size ds [mm] 9.5 12.7 15.9 19.1 22.2 25.4 28



Design yield force Nyd,s [N/mm] 34.1 60.6 94.7 136.3 185.5 242.3 308Length to develop yield lb0 [mm] 248 330 413 495 578 660 74




Spacing s [cm] 19 26 32 38 44 50 5

100 13.8 18.4


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5

Design loads acc. Rebar Theory depending on the anchorage length in cracTable 5.21a: Metric sizes / Concrete C20/25, fck = 20 N/mm, steel: fyk = 400 N/m








Edge distance c [cm] edge distance (concrete cover) according to national regul

Spacing s [cm] spacing according to national regulations (e.g.

Designload

[kN]

fyk=400N

/mm

concreteC2

0/25

Anchoragelength[mm]

100 5.8 7.2

125 7.2 9.0 10.8

150 8.7 10.8 13.0 15.2

175 10.1 12.6 15.2 17.7 20.2

200 11.6 14.5 17.3 20.2 23.1

225 13.0 16.3 19.5 22.8 26.0

250 18.1 21.7 25.3 28.9

275 19.9 23.8 27.8 31.8

300 26.0 30.3 34.7

325 28.2 32.9 37.6

350 35.4 40.5

375 37.9 43.4

400 46.2

450 52.0

500

550

600

650

700

750



Rebar size ds [mm] 9.5 12.7 15.9 19.1 22.





Development length as multiple of ds 38 38 38 38 38Design bond strength fbd [N/mm] 2.3 2.3 2.3 2.3 2.3



100 6.9 9.2

125 8.6 11.5 14.3

150 10.3 13.8 17.2 20.6

175 12 0 16 1 20 1 24 1 28


25/98












Designload[kN]

fyk=420N/mm

concreteC

20/25

Anchoragele

ngth[mm]

100 5.8 7.2

125 7.2 9.0 10.8

150 8.7 10.8 13.0 15.2

175 10.1 12.6 15.2 17.7 20.2

200 11.6 14.5 17.3 20.2 23.1

225 13.0 16.3 19.5 22.8 26.0

250 18.1 21.7 25.3 28.9

275 19.9 23.8 27.8 31.8

300 26.0 30.3 34.7

325 28.2 32.9 37.6

350 35.4 40.5

400 40.5 46.2

450 52.0

500

550

600

650

700

750



Rebar size ds [mm] 9.5 12.7 15.9 19.1 22.






Design bond strength fbd [N/mm] 2.3 2.3 2.3 2.3 2.3Edge distance c [cm] edge distance (concrete cover) according to national regul


100 6.9 9.2

125 8.6 11.5 14.3

150 10.3 13.8 17.2 20.6

175 12.0 16.1 20.1 24.1 28.

200 13 8 18 4 22 9 27 5 32


26/98


5











Designload

[kN]

fyk=460N/

mm

concreteC20

/25

Anchoragelengt

h[mm]

100 5.8 7.2

125 7.2 9.0 10.8

150 8.7 10.8 13.0 15.2

175 10.1 12.6 15.2 17.7 20.2

200 11.6 14.5 17.3 20.2 23.1

225 13.0 16.3 19.5 22.8 26.0

250 14.5 18.1 21.7 25.3 28.9

275 19.9 23.8 27.8 31.8

300 21.7 26.0 30.3 34.7

325 28.2 32.9 37.6

350 30.3 35.4 40.5

400 40.5 46.2

450 45.5 52.0

500 57.8

550

600

650

700

750

800

850



Rebar size ds [mm] 9.5 12.7 15.9 19.1 22.








100 6.9 9.2

125 8.6 11.5 14.3

150 10 3 13 8 17 2 20 6


27/98












Designload

[kN]

fyk=500N/

mm

concreteC20/25

Anchoragelengt

h[mm]

100 5.8 7.2

125 7.2 9.0 10.8

150 8.7 10.8 13.0 15.2

175 10.1 12.6 15.2 17.7 20.2

200 11.6 14.5 17.3 20.2 23.1

225 13.0 16.3 19.5 22.8 26.0

250 14.5 18.1 21.7 25.3 28.9

275 15.9 19.9 23.8 27.8 31.8

300 21.7 26.0 30.3 34.7

350 25.3 30.3 35.4 40.5

400 34.7 40.5 46.2

450 45.5 52.0

500 57.8

550 63.6

600

650

700

750

800

850

890



Rebar size ds [mm] 9.5 12.7 15.9 19.1 22.




Length to develop yieldlb0 [mm] 450 600 750 900 105Development length as multiple of ds 47 47 47 47 47




100 6.9 9.2

125 8.6 11.5 14.3

150 10 3 13 8 17 2 20 6


28/98


5











Designload

[kN]

fyk=550N/

mm

concreteC20/25

Anchoragelengt

h[mm]

100 5.8 7.2

125 7.2 9.0 10.8

150 8.7 10.8 13.0 15.2

175 10.1 12.6 15.2 17.7 20.2

200 11.6 14.5 17.3 20.2 23.1

250 14.5 18.1 21.7 25.3 28.9

300 17.3 21.7 26.0 30.3 34.7

350 25.3 30.3 35.4 40.5

400 28.9 34.7 40.5 46.2

450 39.0 45.5 52.0

500 50.6 57.8

550 63.6

600 69.4

650

700

750

800

850

900

950980



Rebar size ds [mm] 9.5 12.7 15.9 19.1 22.




Length to develop yield lb0

[mm] 495 660 825 990 115





100 6.9 9.2

125 8.6 11.5 14.3

175 12 0 16 1 20 1 24 1


29/98



Rebar size ds [mm] 8 10 12 14 16 20 25









Designload

[kN]

fyk=400N/

mm

concreteC20/25

Anchoragelength[mm]

100 7.8 9.7

125 9.7 12.2 14.6

150 11.7 14.6 17.5 20.5

175 13.6 17.0 20.5 23.9 27.3

200 19.5 23.4 27.3 31.2

225 26.3 30.7 35.1 43.8

250 29.2 34.1 39.0 48.7

275 37.5 42.9 53.6

300 46.7 58.4 73.0

325 50.6 63.3 79.1350 68.2 85.2

375 73.0 91.3

400 77.9 97.4

450 109.6

500 121.7

550

600

650

700

750800



Rebar size ds [mm] 9.5 12.7 15.9 19.1 22.2 25.4 28





[mm] 267 356 445 534 623 712 80





100 9.3 12.4

125 11.6 15.5 19.3

150 13 9 18 6 23 2 27 8


30/98


5


Rebar size ds [mm] 8 10 12 14 16 20 25









Designload

[kN]

fyk=420N/

mm

concreteC20/25

Anchoragelength[mm]

100 7.8 9.7

125 9.7 12.2 14.6

150 11.7 14.6 17.5 20.5

175 13.6 17.0 20.5 23.9 27.3

200 19.5 23.4 27.3 31.2

225 26.3 30.7 35.1 43.8

250 29.2 34.1 39.0 48.7

275 37.5 42.9 53.6

300 40.9 46.7 58.4 73.0

325 50.6 63.3 79.1350 68.2 85.2

375 73.0 91.3

400 77.9 97.4

450 109.6

500 121.7

550

600

650

700

750800



Rebar size ds [mm] 9.5 12.7 15.9 19.1 22.2 25.4 28





[mm] 281 374 468 561 655 748 84





100 9.3 12.4

125 11.6 15.5 19.3

150 13 9 18 6 23 2 27 8


31/98



Rebar size ds [mm] 8 10 12 14 16 20 25









Designload[kN]

fyk=460N/m

m

concreteC20/25

Anchoragelength

[mm]

100 7.8 9.7

125 9.7 12.2 14.6

150 11.7 14.6 17.5 20.5

175 13.6 17.0 20.5 23.9 27.3

200 19.5 23.4 27.3 31.2

225 21.9 26.3 30.7 35.1 43.8

250 29.3 34.1 39.0 48.7

275 32.1 37.5 42.9 53.6

300 40.9 46.7 58.4 73.0

325 44.3 50.6 63.3 79.1350 54.5 68.2 85.2

400 77.9 97.4

450 87.7 109.6

500 121.7

550 133.9

600

650

700

750

800850

870



Rebar size ds [mm] 9.5 12.7 15.9 19.1 22.2 25.4 28



Design yield force Nyd,s

[N/mm] 28.5 50.7 97.2 114.0 155.2 202.7 25






100 9.3 12.4

125 11 6 15 5 19 3


32/98


5


Rebar size ds [mm] 8 10 12 14 16 20 25









Designload

[kN]

fyk=500N/

mm

concreteC20/25

Anchoragelength[mm]

100 7.8 9.7

125 9.7 12.2 14.6

150 11.7 14.6 17.5 20.5

175 13.6 17.0 20.5 23.9 27.3

200 15.6 19.5 23.4 27.3 31.2

225 21.9 26.3 30.7 35.1 43.8

250 24.3 29.2 34.1 39.0 48.7

300 35.1 40.9 46.7 58.4 73.0

350 47.7 54.5 68.2 85.2

400 62.3 77.9 97.4450 87.7 109.6

500 97.4 121.7

550 133.9

600 146.1

650

700

750

800

850

900950



Rebar size ds [mm] 9.5 12.7 15.9 19.1 22.2 25.4 28





[mm] 334 445 557 668 779 891 10





100 9.3 12.4

125 11.6 15.5 19.3

150 13 9 18 6 23 2 27 8

P i ll d b i


33/98



Rebar size ds [mm] 8 10 12 14 16 20 25









Designload[

kN]

fyk=550N/m

m

concreteC20/25

Anchoragelength

[mm]

100 7.8 9.7

125 9.7 12.2 14.6

150 11.7 14.6 17.5 20.5

175 13.6 17.0 20.5 23.9 27.3

200 15.6 19.5 23.4 27.3 31.2

250 19.5 24.3 29.2 34.1 39.0 48.7

300 29.2 35.1 40.9 46.7 58.4

350 40.9 47.7 54.5 68.2

400 54.5 62.3 77.9 97.4

450 70.1 87.7 109.6500 97.4 121.7

550 107.1 133.9

600 146.1

650 158.3

700

750

800

850

900

9501000

1040



Rebar size ds [mm] 9.5 12.7 15.9 19.1 22.2 25.4 28




[N/mm] 34.1 60.6 94.7 136.3 185.5 242.3 308






100 9.3 12.4

125 11 6 15 5 19 3


34/98

P t i t ll d b ti


35/98


Design loads acc. Anchor Theory depending on the anchorage length in nonTable 5.32a: Metric sizes / Concrete C20/25, fck = 20 N/mm, steel: fyk = 420 N/m








Edge distance * c [cm] 12 15 18 23 26

Spacing * s [cm] 24 30 36 46 52

Designlo

ad[kN]

fyk=420

N/mm

concrete

C20/25

Anchoragelength[mm]

100 15.4 19.2

125 18.4 24.0 28.8

150 28.7 34.6 36.7

175 40.3 42.8 48.9

200 41.3 48.9 55.9

225 55.0 62.8

250 56.2 69.8

275 73.4

300

325350

375

400

425

450

475

500

525 * for smaller edge d istances and spacings, please refer to your fischer Techn550



Rebar size ds [mm] 9.5 12.7 15.9 19.1 22.






Design bond strength fbd

[N/mm] 6.1 6.1 6.1 5.6 5.6

Edge distance * c [cm] 14 19 23.5 31 36.

Spacing * s [cm] 28 38 47 62 73

100 18.3 24.4

125 22.9 30.5 38.1

150 26.0 36.6 45.7 49.9

175 42.7 53.3 58.2 67.

200 46 3 61 0 66 5 77

Post installed rebar connections


36/98


5









Edge distance * c [cm] 13 16 19.5 25 29

Spacing * s [cm] 26 32 39 50 58

Designlo

ad[kN]

fyk=460

N/mm

concrete

C20/25

Anchoragelength[mm]

100 15.4 19.2

125 19.2 24.0 28.8

150 20.1 28.8 34.6 36.7

175 31.4 40.3 42.8 48.9

200 45.2 48.9 55.9

225 55.0 62.8

250 61.1 69.8

275 76.8

300 80.4

325350

375

400

425

450

475

500




Rebar size ds [mm] 9.5 12.7 15.9 19.1 22.






Design bond strength fbd

[N/mm] 6.1 6.1 6.1 5.6 5.6

Edge distance * c [cm] 15.5 21 26 34 40

Spacing * s [cm] 31 42 52 68 80

100 18.3 24.4

125 22.9 30.5 38.1

150 27.4 36.6 45.7 49.9

175 28.5 42.7 53.3 58.2 67.

200 48 8 61 0 66 5 77

Post-installed rebar connections


37/98










Edge distance * c [cm] 14 17.5 21 27 31

Spacing * s [cm] 28 35 42 54 62

Designload[

kN]

fyk=500N/mm

concreteC20

/25

Anchoragelength

[mm]

100 15.4 19.2

125 19.2 24.0 28.8

150 21.9 28.8 34.6 36.7

175 33.6 40.3 42.8 48.9

200 34.1 46.1 48.9 55.9

225 49.2 55.0 62.8

250 61.1 69.8

275 66.9 76.8

300 83.8

325 87.4350

375

400

425

450

475

500

525

550


650



Rebar size ds [mm] 9.5 12.7 15.9 19.1 22.







Edge distance * c [cm] 17 22.5 28 37.5 43.

Spacing * s [cm] 34 45 56 75 87

100 18.3 24.4

125 22 9 30 5 38 1



38/98


5









Edge distance * c [cm] 16 19.5 23.5 30 34.5

Spacing * s [cm] 32 39 47 60 69

Designload[

kN]

fyk=550N/mm

concreteC20

/25

Anchoragelength

[mm]

100 15.4 19.2

125 19.2 24.0 28.8

150 23.0 28.8 34.6 36.7

175 24.0 33.6 40.3 42.8 48.9

200 37.6 46.1 48.9 55.9

225 51.8 55.0 62.8

250 54.1 61.1 69.8

275 67.2 76.8

300 73.3 83.8

325 90.8350 96.2

375

400

425

450

475

500

550

600

650700

710 * for smaller edge d istances and spacings, please refer to your fischer Techn



Rebar size ds [mm] 9.5 12.7 15.9 19.1 22.




[N/mm] 34.1 60.6 94.7 136.3 185




Edge distance * c [cm] 18.5 24.5 31 41 48

Spacing * s [cm] 37 49 62 82 96

100 18.3 24.4



39/98

Post installed rebar connectionswith Injection mortar FIS V and FIS EM


Rebar size ds [mm] 8 10 12 14 16 20 25







Edge distance * c [cm] 9.5 12 14 16.5 19 26 34

Spacing * s [cm] 19 24 28 33 38 52 68

Designlo

ad[kN]

fyk=400

N/mm

concrete

C20/25

Anchoragelength[mm]

100 17.5 23.4

125 27.3 35.1

150 39.3 49.1

175 39.3 53.5 65.5

200 69.9

225 94.2

250 104.7

275 109.3 136.8

300 149.2

325 161.7350 170.7

375

400

450

500

550

600

650 * for smaller edge distances and spacings, please refer to your fischer Technical 700



Rebar size ds [mm] 9.5 12.7 15.9 19.1 22.2 25.4 28







Edge distance * c [cm] 11 14.5 18.5 22 26 33 3

Spacing * s [cm] 22 29 37 44 52 66 7

100 22.3 29.7

125 24.8 31.7 46.4

150 44.1 55.7 66.8

175 65.0 78.0 91.0

200 68 8 89 1 104 0



40/98

Post installed rebar connectionswith Injection mortar FIS V and FIS EM

5


Rebar size ds [mm] 8 10 12 14 16 20 25







Edge distance * c [cm] 10 12.5 14.5 17 19.5 27.5 36

Spacing * s [cm] 20 25 29 34 39 55 72

Designlo

ad[kN]

fyk=420

N/mm

concrete

C20/25

Anchoragel

ength[mm]

100 18.4 23.4

125 28.7 35.1

150 41.3 49.1

175 56.2 65.5

200 73.4

225 94.2

250 104.7

275 114.7

300 149.2

325 161.7350 174.1

400 179.3

450

500

550

600

650




Rebar size ds [mm] 9.5 12.7 15.9 19.1 22.2 25.4 28







Edge distance * c [cm] 12 5.5 19.5 23.5 27.5 35 41

Spacing * s [cm] 24 31 39 47 55 70. 8

100 22.3 29.7

125 26.0 37.1 46.4

150 44.6 55.7 66.8

175 46.3 65.0 78.0 91.0

200 72 3 89 1 104 0



41/98

with Injection mortar FIS V and FIS EM


Rebar size ds [mm] 8 10 12 14 16 20 25







Edge distance * c [cm] 10.5 13 16 18.5 21.5 30 39.5

Spacing * s [cm] 21 26 32 37 43 60 79

Designload

[kN]

fyk=460N/mm

concreteC2

0/25

Anchorageleng

th[mm]

100 18.7 23.4

125 20.1 29.2 35.1

150 31.4 42.1 49.1

175 45.2 57.3 65.5

200 45.2 61.6 74.8

225 61.6 80.4 94.2

250 80.4 104.7

275 115.2

300 125.7 149.2

325 125.7 161.7350 174.1

375 186.5

400 196.3

450

500

550

600

650

700




Rebar size ds [mm] 9.5 12.7 15.9 19.1 22.2 25.4 28







Edge distance * c [cm] 13 17 21.5 25.5 30 38 4

Spacing * s [cm] 26 34 43 51 60 76 9

100 22.3 29.7

125 27.8 37.1 46.4

150 28 5 44 6 55 7 66 8



42/98


5


Rebar size ds [mm] 8 10 12 14 16 20 25







Edge distance * c [cm] 10.5 13.5 16 19 21.5 30 39.5

Spacing * s [cm] 21 27 32 38 43 60 79

Designload

[kN]

fyk=500N/mm

concreteC2

0/25

Anchorageleng

th[mm]

100 18.7 23.4

125 21.9 29.2 34.9

150 34.1 41.8 49.1

175 48.8 57.3 65.5

200 49.2 65.5 74.8

225 66.9 84.2 94.2

250 87.4 104.7

275 115.2

300 125.7 149.2

325 136.1 161.7350 136.6 174.1

400 199.0

450 213.4

500

550

600

650

700

750




Rebar size ds [mm] 9.5 12.7 15.9 19.1 22.2 25.4 28







Edge distance * c [cm] 14 18.5 23.5 28 32.5 41.5 4

Spacing * s [cm] 28 37 47 56 65 83 9

100 22.3 29.7

125 27.8 37.1 46.1



43/98



Rebar size ds [mm] 8 10 12 14 16 20 25



Design yield force Nyd,s [N/mm] 24,0 37,6 54,1 73,6 96,2 150,3 234,8



Design bond strength fbd [N/mm] 7,4 7,4 7,4 7,4 7,4 6,7 6,3

Edge distance * c [cm] 13 16 19.5 22.5 25.5 36 47

Spacing * s [cm] 26 32 39 45 51 72 94

Designload

[kN]

fyk=550N/mm

concreteC2

0/25

Anchorageleng

th[mm]

100 18,7 23,4

125 23,4 29,2 35,1

150 24,0 35,1 42,1 49,1

175 37,6 49,1 57,3 65,5

200 54,1 65,5 74,8

225 73,6 84,2 94,2

275 96,2 115,2

300 125,7 149,2

350 146,6 174,1

400 150,3 199,0450 223,8

500 234,8

550

600

650

700

750

800

850

9001000 * for smaller edge distances and spacings, please refer to your fischer Technical



Rebar size ds [mm] 9.5 12.7 15.9 19.1 22.2 25.4 28



Design yield force Nyd,s [N/mm] 34,1 60,6 94,7 136,3 185,5 242,3 308



Design bond strength fbd [N/mm] 7,4 7,4 7,4 7,4 7,4 6,7 6,

Edge distance * c [cm] 15.5 20.5 25.5 30.5 35.5 45.5 5

Spacing * s [cm] 31 41 51 61 71 91 10

100 22,3 29,7

125 27,8 37,1 46,4

Notes


44/98

5


45/98

Fire Safety in the Fixing Te

6.1 Introduction .................... .........

6.2 Why there will always be fire

6.3 Prevention through structur

fire protection ........................

6.4 Fire safety measures in the b

6.5 Fire behavior of building mat

members and their designat

6.6 Fire development and tempe

6.7 Fire Test ................... .................

6.8 Fire behavior of fasteners an

state of technology ...............

6.9 Anchor applications (examp

6.10 Overview of certified fasten

6.11 References ..................... ..........

Fire Safety in the Fixing Technology


46/98

6

6.1 Introduction

Fasteners and anchors play an important rolenot only with regard to connection of buil-ding elements, but also where durability andmaintaining capacity and safety is concerned.Often the stability of structural components ina fire will depend on the fastening element.

The stability of structural components isessential for insuring that escape is possibleand that escape routes remain intact. For thisreason fischer has been working for yearsin collaboration with research institutes andmaterial testing institutes in the area of pas-sive fire protection.

Through their intensive involvement in thisarea, fischer contributes to the developmentof fastening technology for anchors exposedto extreme fire conditions.

In addition, we see it as an important contri-bution to safety, when those responsible for

design and specification of building projectsavail themselves of our experience. By choo-sing todays best solutions for preventive fireprotection it helps to limit damage and savelives.

6.2 Why there w

In spite of the most measures, the possibnever be excluded whons preside at the sam

Flammable mater

Oxygen or an oxid Suffi ciently high tof ignition

Fires can occur at anbuilding. Examples ar

New construction

work involving open fl Normal operationmable materials, shoelectric cables, cable electrical circuits, incones and household de

Maintenance andof fire can arise whewhich produce red hping of burning mater

Figure 6.1:

Restaurant fire in Hamburg 1997 [1]

Building: Mainly wood construction, single-floor, timber pile

foundation

Cause of fire: Technical defect in the electrical installation, pro-

bably a result of material fatigue

Figure 6.2:

Tunnel fire test 2001 in a Bre



47/98

6.3 Prevention through structural and

operational fire protection

The first objective of fire protection is to pre-vent fires. If, in spite of this a fire occurs, thenthe second objective is to minimize the con-sequences. Fastening elements can makeessential contributions towards the realization

of both objectives. In Germany the State Buil-ding Ordinances (Landesbauordnung LBO),the Employers Liability Association Directivesand Regulations (BerufsgenossenschaftlichesVorschriften- und Regelwerk BGVR), as wellas the Association of Insurers VdS (Verbandder Sachversicherer VdS), specify measures

for structural and operational fire prevention.In the U. S. but also in many countries in Asiarequirements of Factory Mutual (FM), an inter-national group of insurance companies in theU. S., must be observed. The regulations of VdSand FM are required particulary for the design

and installation of sprinkler systems. Anchorswith FM-Certificate are listed in section 6.10.Several directives of particular importance arelisted below:

Preventative structural fire protection inclu-des the following:

Compliance with fire regulations. (e.g. thelayout and structure of the property, use ofheating and electrical systems and storage offlammable or explosive materials).

Use of fire rated and fire retardant materials

Sectioning of the

fire protection areas thfire resistant dividing wand partitions.

Installation of smextraction and air sup

Provisions of sa

routes as well as fume

Design and maintso that fire engines caat any time without oking areas are insurement.

Lightning protecti

Operational fire safetmeasures and facilitie

Fire alarm systemflame alarms, manual

Gas warning sens Fire department k

Permanent fire exsuch as sprinkler sysdepartment feed pohers.

Fire safety coordin Signage for fire ex

Adaption of furnis

R l i t



48/98

6

6.4.1 Building Ordinance in Germany

The Building Ordinance (MBO) is the basisfor many building code regulations includingthose relative to fire safety measures. TheState Building Ordinances (LBO) of the indivi-dual states supplement the MBO. (Fig. 6.3).

Paragraph 17 of the MBO states the follo-

wing:

Structural facilities are to be arranged andequipped, such that the development andspreading of fire is prevented, in the interest ofavoiding hazards to life and health of peopleand animals, and that in case of fire, effective

extinguishing work and the rescue of peopleand animals are possible.

The required tests are specified in the firesafety standard DIN 4102. It regulates theclassification of building materials, structuralcomponents and special components intodifferent fire ratings.

6.4.2 State Building Ordinances in Ger-

many

The specifications of the Building Ordinance(MBO) have been transformed into applicablelaw. The details differ from state to state.

6.4.3 Application

lations

Supplemental to thnances there are otheregulate additional meof buildings:

Construction Ord

of public assembl

Retail Constructio

School Constructi

Garage Construct

Restaurant Constr

Hospital Construc

High rised buildinnance

Industrial building

6.4.4 Fire safety monal urban

law

Because no generallyguidelines are availacase, design and emeasures are to be orfic directives. The stacurve (ISO 834) howewide. Fire analysis andfrom this standard can



49/98

6.5 Fire behaviour of building materi-

als and structural members and

their designation

DIN 4102 differentiates between buildingmaterials and structural members. Buildingmaterials correspond to a certain material(concrete, timber, steel) and as a result they

differ in terms of their combustion. That is whythey are differentiated according to their firebehaviour regardless of their external form(Table 6.1).

Structural members can consist of differentbuilding materials. They are evaluated as anentity, and classified according to their dura-tion of fire resistance.

6.5.1 Duration of fire resistance

The duration of fire resistance indicates theresistance to fire over a certain period of time.

Example:F 30

Explanation:

The structural member has, under the conditi-ons referred to by the standard temperature/time curve, a fire resistance duration of 30

minutes. For F 30 the term fire retardant isused. Structural members starting from F 90and higher are designated as fireproof.The fire rating is classified with regard to theminimum resistance of 30 60 90 120 or

6.5.2 Fire behavio

Letters printed next tnate the fire behaviou(Tab. 6.1). A fire retanent made of non-flamals with a fire rating caccordingly with F 30

stands for the combinand flammable mater

6.5.3 Designation

fasteners an

The fire rating class fo

is specified, for exampThe use of fasteners athrough approvals. Thapprovals do not conning fire resistance are the German Approf light ceiling claddinNail anchor FNA II, fisanchor FZEA II, fiscEA II (see table 6.2).

If anchors are requirewhere they must macase of fire or higher t

information about theprovided (compare se



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For structural components in Germany anchorsshall be selected that are approved and cove-red by an independent expert information.Fixings of fire resistant doors are covered byDIN 18093.

6.5.4 Special componentsOther structural members such as cablesystems, ventilation ducts, and fire safetyenclosures are tested for their fire rating classaccording to special specifications. In the caseof fire resistance Table 6.3 shows the differentclasses. All structural fixings must demon-

strate at least the required fire resistance ofthe element being fixed. If, for example, a firerating of L 90 is required for ventilation ducts,then an anchor with a certified class of at leastF 90 must be used.

With systems consisting of different parts (e.

g. cable and cable clamp or door frame andfixing), that have been tested at a unit, no partmust be replaced by a different component.Otherwise the approval is not longer valid.

6.5.5 Future Eur

International fire safesummarized in the fu13501 - part 1. This existing fire standard to final agreement anthis, the building mate

according to table 6.d indicate the criteria(d).

6.6. Fire develo

ture/time cu

In order to assess aof fire, reproduciblerequired.

Table 6.4:

Classification of the fire behavi

floor coverings) /5/

Offi cial

construction

require-

ments

Additional requirements

No smoke no burnin

particles/o

burning

dropletsFireproof X X

At least X X

Hardly

X X

X



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6.6.1 Real fire development

Fires proceed according to the principle rep-resented in figure 6.4. There are two distinctphases developing fire and fully developedfire. In the case of the developing fire there isdifferentiation between the ignition phase andthe smouldering phase, in the case of fully

developed fire there is differentiation betweenheating-up phase and cool-down phase. Thusthe building material class according to DIN4102 part 1 (for example A, A1, B3) is thedecisive factor for the developing fire. In thecase of a full-fire, after flashpoint, the decisivefactor is the fire resistance of the structural

member (e.g. F 90).

6.6.2 Standard fir

the standa

curve

Fire effect relative to ttime is defined in thetime curve (ETK) (Fig4102 and ISO 834.

rised by a flat increas1090 C after 120 world-wide as a basistest results can be world.

The temperature/timestandard fire tests. Offido not legislate on this why it is not contime/temperature curperature and the maselected such that testhe standard temperaeffects that are similaa real fire.

Figure 6.4:

Fire phases, fire temperatures (diagram) and fire hazards [6]



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6

6.6.3 Temperature curves for special

applications

Besides the standard temperature/time curvefurther temperature curves are accepted forspecial applications. The hydrocarbon curvedescribes fire damage with flammable liquids.In Germany tunnel fires are simulated accor-

ding to the RABT/ZTV Tunnel curve. In theNetherlands they are simulated according tothe Rijkswaterstaat Tunnel curve (Fig. 6.5).

The RABT/ZTV Tunnel curve is characte-rised by an increase in temperature up to1200 C within 5 minutes. An even moresevere temperature action is required in accor-dance with the Rijkswaterstaat-Tunnelcurve:1200 C over a time of 120 minutes.

6.6.4 Fire tests un

The fischer group of in international researviour. In addition to anmodelling calculationhere on executing fireons. In this regard, the

small fire analysis of roto the fire test in a B(Fig. 6.2). This fire testas part of a catastropBrixen, Italy.

Three objectives werexecution of this triatemperature dependinconcrete surface (Figcapacity of the anchofire.

Figure 6.7 shows theand Rieder published

test /7/.

Figure 6.5: Figure 6.6:



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Figure 6.7:

Setup for the test in the Brenner Motorway tunnel /2/

6.7 Fire test

All standard tests to determine the load bea-ring capacity of anchors are executed in afurnace.

6.7.1 Test set up and test procedure

The spatial enclosure of the furnace consistsof either a C20/25 reinforced concrete slab,or of masonry. The anchors are set into thesebuilding materials loaded as defined and then

6.7.2 Safety conc

Permissible anchor loapprovals, only show afailure load. This meanby irregularities in thecurate assembly andthe structural membe

In the fire test, the faunder fire conditionsload is determined froa safety factor 1.

As different safety cfor offi cial fastener

and for fire test evaluthe permissible load be higher than that sor anchor approval. Nbed maximum permianchor approval must

6.7.3 Modes of fa

At high fire temperatuyield stre

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