fixing of rebar in concrete
TRANSCRIPT
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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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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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5.3 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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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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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.
Direction of concreting
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
Direction of concreting
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
4 = 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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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
3 = influence forcement
5 = influence o
4 = influence forcement
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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5.6 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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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
Cross section As [mm] 71 127 198 285 388
Design yield force Nyd,s [N/mm] 24.8 44.1 68.8 99.1 134
Length to develop yield lb0 [mm] 240 320 400 480 560
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
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] 18.4 28.7 41.3 56.2 73.4
Length to develop yield lb0 [mm] 212 265 318 371 423
Development length as multiple of ds 26 25 26 26 26
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=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
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
Cross section As [mm] 71 127 198 285 388
Design yield force Nyd,s [N/mm] 26.0 46.3 72.3 104.1 141
Length to develop yield lb0 [mm] 252 336 420 504 588
Development length as multiple of ds 26 26 26 26 26
Design 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 5.13a: Metric sizes / Concrete C20/25, fck = 20 N/mm, steel: fyk = 460 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] 20.1 31.4 45.2 61.6 80.4
Length to develop yield lb0 [mm] 232 290 348 406 464
Development length as multiple of ds 29 29 29 29 29
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=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
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
Cross section As [mm] 71 127 198 285 388
Design yield force Nyd,s [N/mm] 28.5 50.7 79.2 114.0 155
Length to develop yield lb0 [mm] 276 368 460 552 644Development length as multiple of ds 29 29 29 29 29
Design 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
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Design loads acc. Rebar Theory depending on the anchorage length in nonTable 5.14a: Metric sizes / Concrete C20/25, fck = 20 N/mm, steel: fyk = 500 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] 21.9 34.1 49.2 66.9 87.4
Length to develop yield lb0 [mm] 252 315 378 441 504
Development length as multiple of ds 32 32 32 32 32
Design bond strength fbd [N/mm] 3.5 3.5 3.5 3.5 3.5
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
Table 5.14b: Imperial sizes / Concrete C20/25, fck = 20 N/mm, steel: fyk = 500 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
Cross section As [mm] 71 127 198 285 388
Design yield force Nyd,s [N/mm] 31.0 55.1 86.1 123.9 168
Length to develop yield lb0 [mm] 300 400 500 600 700Development length as multiple of ds 32 32 32 32 32
Design 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
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Design loads acc. Rebar Theory depending on the anchorage length in nonTable 5.15a: Metric sizes / Concrete C20/25, fck = 20 N/mm, steel: fyk = 550 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] 24.0 37.6 54.1 73.6 96.2
Length to develop yield lb0 [mm] 277 347 416 485 555
Development length as multiple of ds 35 35 35 35 35
Design bond strength fbd [N/mm] 3.5 3.5 3.5 3.5 3.5
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
Table 5.15b: Imperial sizes / Concrete C20/25, fck = 20 N/mm, steel: fyk = 550 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
Cross section As [mm] 71 127 198 285 388
Design yield force Nyd,s [N/mm] 34.1 60.6 94.7 136.3 185
Length to develop yield lb0 [mm] 330 440 550 660 770Development length as multiple of ds 35 35 35 35 35
Design 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
175 18 1 24 1 30 1 36 1
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Post-installed rebar connectionswith Injection mortar FIS V and FIS EM
Design loads acc. Rebar Theory depending on the anchorage length in nonTable 5.16a: Metric sizes / Concrete C20/25, fck = 20 N/mm, steel: fyk = 400 N/m
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
Table 5.16b: Imperial sizes / Concrete C20/25, fck = 20 N/mm, steel: fyk = 400 N/
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-
Cross section As [mm] 71 127 198 285 388 507 64
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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Post-installed rebar connectionswith Injection mortar FIS V and FIS EM
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Design loads acc. Rebar Theory depending on the anchorage length in nonTable 5.17a: Metric sizes / Concrete C20/25, fck = 20 N/mm, steel: fyk = 420 N/m
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] 18.4 28.7 41.3 56.2 73.4 397 179.3
Length to develop yield lb0 [mm] 159 198 238 278 318 20 496
Development length as multiple of ds 20 20 20 20 20 20 20
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=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
Table 5.17b: Imperial sizes / Concrete C20/25, fck = 20 N/mm, steel: fyk = 420 N/
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-
Cross section As [mm] 71 127 198 285 388 507 64
Design yield force Nyd,s [N/mm] 26.0 46.3 72.3 104.1 141.7 185.1 235
Length to develop yield lb0 [mm] 189 252 315 378 441 504 56Development length as multiple of ds 20 20 20 20 20 20 2
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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Post-installed rebar connectionswith Injection mortar FIS V and FIS EM
Design loads acc. Rebar Theory depending on the anchorage length in nonTable 5.18a: Metric sizes / Concrete C20/25, fck = 20 N/mm, steel: fyk = 460 N/m
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] 20.1 31.4 45.2 61.6 80.4 125.7 196.3
Length to develop yield lb0 [mm] 174 217 261 304 348 435 543
Development length as multiple of ds 22 22 22 22 22 22 22
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=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
Table 5.18b: Imperial sizes / Concrete C20/25, fck = 20 N/mm, steel: fyk = 460 N/
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-
Cross section As [mm] 71 127 198 285 388 507 64
Design yield force Nyd,s [N/mm] 28.5 50.7 79.2 114.0 155.2 202.7 257
Length to develop yield lb0 [mm] 207 276 345 414 483 552 62Development length as multiple of ds 22 22 22 22 22 22 2
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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Design loads acc. Rebar Theory depending on the anchorage length in nonTable 5.19a: Metric sizes / Concrete C20/25, fck = 20 N/mm, steel: fyk = 500 N/m
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] 21.9 34.1 49.2 66.9 87.4 136.6 213.4
Length to develop yield lb0 [mm] 198 236 284 331 378 473 591
Development length as multiple of ds 24 24 24 24 24 24 24
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=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
Table 5.19b: Imperial sizes / Concrete C20/25, fck = 20 N/mm, steel: fyk = 500 N/
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-
Cross section As [mm] 71 127 198 285 388 507 64
Design yield force Nyd,s [N/mm] 31.0 55.1 86.1 123.9 168.7 220.3 280
Length to develop yield lb0 [mm] 225 300 375 450 525 600 67Development length as multiple of ds 24 24 24 24 24 24 2
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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Post-installed rebar connectionswith Injection mortar FIS V and FIS EM
Design loads acc. Rebar Theory depending on the anchorage length in nonTable 5.20a: Metric sizes / Concrete C20/25, fck = 20 N/mm, steel: fyk = 550 N/m
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] 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
Development length as multiple of ds 26 26 26 26 26 26 26
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[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
Table 5.20b: Imperial sizes / Concrete C20/25, fck = 20 N/mm, steel: fyk = 550 N/
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-
Cross section As [mm] 71 127 198 285 388 507 64
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
Development length as multiple of ds 26 26 26 26 26 26 2
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
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Post-installed rebar connectionswith Injection mortar FIS V and FIS EM
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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
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] 302 378 454 529 605
Development length as multiple of ds 38 38 38 38 38
Design bond strength fbd [N/mm] 2.3 2.3 2.3 2.3 2.3
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
Table 5.21b: 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
Cross section As [mm] 71 127 198 285 388
Design yield force Nyd,s [N/mm] 24.8 44.1 68.8 99.1 134
Length to develop yield lb0 [mm] 360 480 600 720 840
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
Edge distance c [cm] edge distance (concrete cover) according to national regul
Spacing s [cm] spacing according to national regulations (e.g.
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
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Post-installed rebar connectionswith Injection mortar FIS V and FIS EM
Design loads acc. Rebar Theory depending on the anchorage length in cracTable 5.22a: Metric sizes / Concrete C20/25, fck = 20 N/mm, steel: fyk = 420 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] 18.4 28.7 41.3 56.2 73.4
Length to develop yield lb0 [mm] 318 397 476 556 635
Development length as multiple of ds 40 40 40 40 40
Design bond strength fbd [N/mm] 2.3 2.3 2.3 2.3 2.3
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=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
Table 5.22b: Imperial sizes / Concrete C20/25, fck = 20 N/mm, steel: fyk = 420 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
Cross section As [mm] 71 127 198 285 388
Design yield force Nyd,s [N/mm] 26.0 46.3 72.3 104.1 141
Length to develop yield lb0 [mm] 378 504 630 756 882
Development length as multiple of ds 40 40 40 40 40
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
Spacing s [cm] spacing according to national regulations (e.g.
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
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Post-installed rebar connectionswith Injection mortar FIS V and FIS EM
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Design loads acc. Rebar Theory depending on the anchorage length in cracTable 5.23a: Metric sizes / Concrete C20/25, fck = 20 N/mm, steel: fyk = 460 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] 20.1 31.4 45.2 61.6 80.4
Length to develop yield lb0 [mm] 348 435 522 609 696
Development length as multiple of ds 43 43 43 43 43
Design bond strength fbd [N/mm] 2.3 2.3 2.3 2.3 2.3
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=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
Table 5.23b: Imperial sizes / Concrete C20/25, fck = 20 N/mm, steel: fyk = 460 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
Cross section As [mm] 71 127 198 285 388
Design yield force Nyd,s [N/mm] 28.5 50.7 79.2 114.0 155
Length to develop yield lb0 [mm] 414 552 690 828 966Development length as multiple of ds 43 43 43 43 43
Design bond strength fbd [N/mm] 2.3 2.3 2.3 2.3 2.3
Edge distance c [cm] edge distance (concrete cover) according to national regul
Spacing s [cm] spacing according to national regulations (e.g.
100 6.9 9.2
125 8.6 11.5 14.3
150 10 3 13 8 17 2 20 6
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Post-installed rebar connectionswith Injection mortar FIS V and FIS EM
Design loads acc. Rebar Theory depending on the anchorage length in cracTable 5.24a: Metric sizes / Concrete C20/25, fck = 20 N/mm, steel: fyk = 500 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] 21.9 34.1 49.2 66.9 87.4
Length to develop yield lb0 [mm] 378 473 567 662 756
Development length as multiple of ds 47 47 47 47 47
Design bond strength fbd [N/mm] 2.3 2.3 2.3 2.3 2.3
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=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
Table 5.24b: Imperial sizes / Concrete C20/25, fck = 20 N/mm, steel: fyk = 500 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
Cross section As [mm] 71 127 198 285 388
Design yield force Nyd,s [N/mm] 31.0 55.1 86.1 123.9 168
Length to develop yieldlb0 [mm] 450 600 750 900 105Development length as multiple of ds 47 47 47 47 47
Design bond strength fbd [N/mm] 2.3 2.3 2.3 2.3 2.3
Edge distance c [cm] edge distance (concrete cover) according to national regul
Spacing s [cm] spacing according to national regulations (e.g.
100 6.9 9.2
125 8.6 11.5 14.3
150 10 3 13 8 17 2 20 6
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Post-installed rebar connectionswith Injection mortar FIS V and FIS EM
5
Design loads acc. Rebar Theory depending on the anchorage length in cracTable 5.25a: Metric sizes / Concrete C20/25, fck = 20 N/mm, steel: fyk = 550 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] 24.0 37.6 54.1 73.6 96.2
Length to develop yield lb0 [mm] 416 520 624 728 832
Development length as multiple of ds 52 52 52 52 52
Design bond strength fbd [N/mm] 2.3 2.3 2.3 2.3 2.3
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=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
Table 5.25b: Imperial sizes / Concrete C20/25, fck = 20 N/mm, steel: fyk = 550 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
Cross section As [mm] 71 127 198 285 388
Design yield force Nyd,s [N/mm] 34.1 60.6 94.7 136.3 185
Length to develop yield lb0
[mm] 495 660 825 990 115
Development length as multiple of ds 52 52 52 52 52
Design bond strength fbd [N/mm] 2.3 2.3 2.3 2.3 2.3
Edge distance c [cm] edge distance (concrete cover) according to national regul
Spacing s [cm] spacing according to national regulations (e.g.
100 6.9 9.2
125 8.6 11.5 14.3
175 12 0 16 1 20 1 24 1
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Post-installed rebar connectionswith Injection mortar FIS V and FIS EM
Design loads acc. Rebar Theory depending on the anchorage length in cracTable 5.26a: Metric sizes / Concrete C20/25, fck = 20 N/mm, steel: fyk = 400 N/m
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] 224 281 337 393 449 561 701
Development length as multiple of ds 28 28 28 28 28 28 28
Design bond strength fbd [N/mm] 3.1 3.1 3.1 3.1 3.1 3.1 3.1
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
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
Table 5.26b: Imperial sizes / Concrete C20/25, fck = 20 N/mm, steel: fyk = 400 N/
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-
Cross section As [mm] 71 127 198 285 388 507 64
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] 267 356 445 534 623 712 80
Development length as multiple of ds 28 28 28 28 28 28 2
Design bond strength fbd [N/mm] 3.1 3.1 3.1 3.1 3.1 3.1 3.
Edge distance c [cm] edge distance (concrete cover) according to national regul
Spacing s [cm] spacing according to national regulations (e.g.
100 9.3 12.4
125 11.6 15.5 19.3
150 13 9 18 6 23 2 27 8
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Design loads acc. Rebar Theory depending on the anchorage length in cracTable 5.27a: Metric sizes / Concrete C20/25, fck = 20 N/mm, steel: fyk = 420 N/m
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] 18.4 28.7 41.3 56.2 73.4 114.7 179.3
Length to develop yield lb0 [mm] 236 295 353 412 471 589 736
Development length as multiple of ds 29 29 29 29 29 29 29
Design bond strength fbd [N/mm] 3.1 3.1 3.1 3.1 3.1 3.1 3.1
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=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
Table 5.27b: Imperial sizes / Concrete C20/25, fck = 20 N/mm, steel: fyk = 420 N/
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-
Cross section As [mm] 71 127 198 285 388 507 64
Design yield force Nyd,s [N/mm] 26.0 46.3 72.3 104.1 141.7 185.1 235
Length to develop yield lb0
[mm] 281 374 468 561 655 748 84
Development length as multiple of ds 29 29 29 29 29 29 2
Design bond strength fbd [N/mm] 3.1 3.1 3.1 3.1 3.1 3.1 3.
Edge distance c [cm] edge distance (concrete cover) according to national regul
Spacing s [cm] spacing according to national regulations (e.g.
100 9.3 12.4
125 11.6 15.5 19.3
150 13 9 18 6 23 2 27 8
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Design loads acc. Rebar Theory depending on the anchorage length in cracTable 5.28a: Metric sizes / Concrete C20/25, fck = 20 N/mm, steel: fyk = 460 N/m
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] 20.1 31.4 45.2 61.6 80.4 125.7 196.3
Length to develop yield lb0 [mm] 258 323 387 452 516 645 808
Development length as multiple of ds 32 32 32 32 32 32 32
Design bond strength fbd [N/mm] 3.1 3.1 3.1 3.1 3.1 3.1 3.1
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=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
Table 5.28b: Imperial sizes / Concrete C20/25, fck = 20 N/mm, steel: fyk = 460 N/
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-
Cross section As [mm] 71 127 198 285 388 507 64
Design yield force Nyd,s
[N/mm] 28.5 50.7 97.2 114.0 155.2 202.7 25
Length to develop yield lb0 [mm] 307 410 512 615 717 819 92
Development length as multiple of ds 32 32 32 32 32 32 3
Design bond strength fbd [N/mm] 3.1 3.1 3.1 3.1 3.1 3.1 3.
Edge distance c [cm] edge distance (concrete cover) according to national regul
Spacing s [cm] spacing according to national regulations (e.g.
100 9.3 12.4
125 11 6 15 5 19 3
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Design loads acc. Rebar Theory depending on the anchorage length in cracTable 5.29a: Metric sizes / Concrete C20/25, fck = 20 N/mm, steel: fyk = 500 N/m
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] 21.9 34.1 49.2 66.9 87.4 136.6 213.4
Length to develop yield lb0 [mm] 281 351 421 491 561 701 877
Development length as multiple of ds 35 35 35 35 35 35 35
Design bond strength fbd [N/mm] 3.1 3.1 3.1 3.1 3.1 3.1 3.1
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=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
Table 5.29b: Imperial sizes / Concrete C20/25, fck = 20 N/mm, steel: fyk = 500 N/
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-
Cross section As [mm] 71 127 198 285 388 507 64
Design yield force Nyd,s [N/mm] 31.0 55.1 86.1 123.9 168.7 220.3 280
Length to develop yield lb0
[mm] 334 445 557 668 779 891 10
Development length as multiple of ds 35 35 35 35 35 35 3
Design bond strength fbd [N/mm] 3.1 3.1 3.1 3.1 3.1 3.1 3.
Edge distance c [cm] edge distance (concrete cover) according to national regul
Spacing s [cm] spacing according to national regulations (e.g.
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
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Design loads acc. Rebar Theory depending on the anchorage length in cracTable 5.30a: Metric sizes / Concrete C20/25, fck = 20 N/mm, steel: fyk = 550 N/m
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] 24.0 37.6 54.1 73.6 96.2 150.3 234.8
Length to develop yield lb0 [mm] 309 386 463 540 617 771 964
Development length as multiple of ds 39 39 39 39 39 39 39
Design bond strength fbd [N/mm] 3.1 3.1 3.1 3.1 3.1 3.1 3.1
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=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
Table 5.30b: Imperial sizes / Concrete C20/25, fck = 20 N/mm, steel: fyk = 550 N/
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-
Cross section As [mm] 71 127 198 285 388 507 64
Design yield force Nyd,s
[N/mm] 34.1 60.6 94.7 136.3 185.5 242.3 308
Length to develop yield lb0 [mm] 367 490 612 735 857 980 11
Development length as multiple of ds 39 39 39 39 39 39 3
Design bond strength fbd [N/mm] 3.1 3.1 3.1 3.1 3.1 3.1 3.
Edge distance c [cm] edge distance (concrete cover) according to national regul
Spacing s [cm] spacing according to national regulations (e.g.
100 9.3 12.4
125 11 6 15 5 19 3
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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
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] 18.4 28.7 41.3 56.2 73.4
Length to develop yield lb0 [mm] 120 149 179 230 263
Development length as multiple of ds 15 15 15 16 16
Design bond strength fbd [N/mm] 6.1 6.1 6.1 5.6 5.6
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
Table 5.32b: Imperial sizes / Concrete C20/25, fck = 20 N/mm, steel: fyk = 420 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
Cross section As [mm] 71 127 198 285 388
Design yield force Nyd,s [N/mm] 26.0 46.3 72.3 104.1 141
Length to develop yield lb0 [mm] 142 190 237 313 365
Development length as multiple of ds 15 15 15 16 16
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
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Design loads acc. Anchor Theory depending on the anchorage length in nonTable 5.33a: Metric sizes / Concrete C20/25, fck = 20 N/mm, steel: fyk = 460 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] 20.1 31.4 45.2 61.6 80.4
Length to develop yield lb0 [mm] 131 161 196 252 288
Development length as multiple of ds 16 16 16 18 18
Design bond strength fbd [N/mm] 6.1 6.1 6.1 5.6 5.6
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
550 * for smaller edge d istances and spacings, please refer to your fischer Techn600
Table 5.33b: Imperial sizes / Concrete C20/25, fck = 20 N/mm, steel: fyk = 460 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
Cross section As [mm] 71 127 198 285 388
Design yield force Nyd,s [N/mm] 28.5 50.7 79.2 114.0 155
Length to develop yield lb0 [mm] 156 208 260 343 400
Development length as multiple of ds 16 16 16 18 18
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
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Post-installed rebar connectionswith Injection mortar FIS V and FIS EM
Design loads acc. Anchor Theory depending on the anchorage length in nonTable 5.34a: Metric sizes / Concrete C20/25, fck = 20 N/mm, steel: fyk = 500 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] 21.9 34.1 49.2 66.9 87.4
Length to develop yield lb0 [mm] 142 178 213 274 313
Development length as multiple of ds 18 18 18 20 20
Design bond strength fbd [N/mm] 6.1 6.1 6.1 5.6 5.6
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
575 * for smaller edge d istances and spacings, please refer to your fischer Techn600
650
Table 5.34b: Imperial sizes / Concrete C20/25, fck = 20 N/mm, steel: fyk = 500 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
Cross section As [mm] 71 127 198 285 388
Design yield force Nyd,s [N/mm] 31.0 55.1 86.1 123.9 168
Length to develop yield lb0 [mm] 169 226 282 373 435
Development length as multiple of ds 18 18 18 20 20
Design bond strength fbd [N/mm] 6.1 6.1 6.1 5.6 5.6
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
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Design loads acc. Anchor Theory depending on the anchorage length in nonTable 5.35a: Metric sizes / Concrete C20/25, fck = 20 N/mm, steel: fyk = 550 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] 24.0 37.6 54.1 73.6 96.2
Length to develop yield lb0 [mm] 157 196 235 301 344
Development length as multiple of ds 20 20 20 22 22
Design bond strength fbd [N/mm] 6.1 6.1 6.1 5.6 5.6
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
Table 5.35b: Imperial sizes / Concrete C20/25, fck = 20 N/mm, steel: fyk = 550 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
Cross section As [mm] 71 127 198 285 388
Design yield force Nyd,s
[N/mm] 34.1 60.6 94.7 136.3 185
Length to develop yield lb0 [mm] 186 248 311 410 478
Development length as multiple of ds 20 20 20 22 22
Design bond strength fbd [N/mm] 6.1 6.1 6.1 5.6 5.6
Edge distance * c [cm] 18.5 24.5 31 41 48
Spacing * s [cm] 37 49 62 82 96
100 18.3 24.4
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Post installed rebar connectionswith Injection mortar FIS V and FIS EM
Design loads acc. Anchor Theory depending on the anchorage length in nonTable 5.36a: Metric sizes / Concrete C20/25, fck = 20 N/mm, steel: fyk = 400 N/m
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] 93 117 140 164 187 261 343
Development length as multiple of ds 12 12 12 12 12 13 14
Design bond strength fbd [N/mm] 7.4 7.4 7.4 7.4 7.4 6.7 6.3
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
Table 5.36b: Imperial sizes / Concrete C20/25, fck = 20 N/mm, steel: fyk = 400 N/
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-
Cross section As [mm] 71 127 198 285 388 507 64
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] 111 148 185 223 260 331 39
Development length as multiple of ds 12 12 12 12 12 13 1
Design bond strength fbd [N/mm] 7.4 7.4 7.4 7.4 7.4 6.7 6.
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
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Post installed rebar connectionswith Injection mortar FIS V and FIS EM
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Design loads acc. Anchor Theory depending on the anchorage length in nonTable 5.37a: Metric sizes / Concrete C20/25, fck = 20 N/mm, steel: fyk = 420 N/m
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] 18.4 28.7 41.3 56.2 73.4 114.7 179.3
Length to develop yield lb0 [mm] 98 123 147 172 196 274 360
Development length as multiple of ds 12 12 12 12 12 14 14
Design bond strength fbd [N/mm] 7.4 7.4 7.4 7.4 7.4 6.7 6.3
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
700 * for smaller edge distances and spacings, please refer to your fischer Technical 750
Table 5.37b: Imperial sizes / Concrete C20/25, fck = 20 N/mm, steel: fyk = 420 N/
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-
Cross section As [mm] 71 127 198 285 388 507 64
Design yield force Nyd,s [N/mm] 26.0 46.3 72.3 104.1 141.7 185.1 235
Length to develop yield lb0 [mm] 117 156 195 234 273 348 41
Development length as multiple of ds 12 12 12 12 12 14 1
Design bond strength fbd [N/mm] 7.4 7.4 7.4 7.4 7.4 6.7 6.
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
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with Injection mortar FIS V and FIS EM
Design loads acc. Anchor Theory depending on the anchorage length in nonTable 5.38a: Metric sizes / Concrete C20/25, fck = 20 N/mm, steel: fyk = 460 N/m
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] 20.1 31.4 45.2 61.6 80.4 125.7 196.3
Length to develop yield lb0 [mm] 107 134 161 188 215 300 395
Development length as multiple of ds 13 13 13 13 13 15 16
Design bond strength fbd [N/mm] 7.4 7.4 7.4 7.4 7.4 6.7 6.3
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
750 * for smaller edge distances and spacings, please refer to your fischer Technical 800
Table 5.38b: Imperial sizes / Concrete C20/25, fck = 20 N/mm, steel: fyk = 460 N/
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-
Cross section As [mm] 71 127 198 285 388 507 64
Design yield force Nyd,s [N/mm] 28.5 50.7 79.2 114.0 155.2 202.7 257
Length to develop yield lb0 [mm] 128 171 213 256 299 381 45
Development length as multiple of ds 13 13 13 13 13 15 1
Design bond strength fbd [N/mm] 7.4 7.4 7.4 7.4 7.4 6.7 6.
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
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5
Design loads acc. Anchor Theory depending on the anchorage length in nonTable 5.39a: Metric sizes / Concrete C20/25, fck = 20 N/mm, steel: fyk = 500 N/m
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] 20.1 31.4 45.2 61.6 80.4 125.7 196.3
Length to develop yield lb0 [mm] 107 134 161 188 215 300 395
Development length as multiple of ds 13 13 13 13 13 15 16
Design bond strength fbd [N/mm] 7.4 7.4 7.4 7.4 7.4 6.7 6.3
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
800 * for smaller edge distances and spacings, please refer to your fischer Technical 900
Table 5.39b: Imperial sizes / Concrete C20/25, fck = 20 N/mm, steel: fyk = 500 N/
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-
Cross section As [mm] 71 127 198 285 388 507 64
Design yield force Nyd,s [N/mm] 31.0 55.1 86.1 123.9 168.7 220.3 280
Length to develop yield lb0 [mm] 139 185 233 278 325 414 49
Development length as multiple of ds 15 15 15 15 15 16 1
Design bond strength fbd [N/mm] 7.4 7.4 7.4 7.4 7.4 6.7 6.
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
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with Injection mortar FIS V and FIS EM
Design loads acc. Anchor Theory depending on the anchorage length in nonTable 5.40a: Metric sizes / Concrete C20/25, fck = 20 N/mm, steel: fyk = 550 N/m
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] 24,0 37,6 54,1 73,6 96,2 150,3 234,8
Length to develop yield lb0 [mm] 128 161 193 225 257 359 472
Development length as multiple of ds 16 16 16 16 16 18 19
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
Table 5.40b: Imperial sizes / Concrete C20/25, fck = 20 N/mm, steel: fyk = 550 N/
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-
Cross section As [mm] 71 127 198 285 388 507 64
Design yield force Nyd,s [N/mm] 34,1 60,6 94,7 136,3 185,5 242,3 308
Length to develop yield lb0 [mm] 153 204 255 306 357 456 54
Development length as multiple of ds 16 16 16 16 16 18 1
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
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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 ..................... ..........
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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
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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
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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
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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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6
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