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2007_tbe_en_Pages-403-500
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403 Status 03/2006 5 Post-installed rebar connections with Injection mortar FIS V 5.1 Types ..................................................................................... 404 5.2 Applications ......................................................................... 405 5.3 Features and advantages ................................................. 406 5.4 Installation ........................................................................... 406 5.5 Design ................................................................................... 408 5.6 Design examples ................................................................ 414 5.7 Test results .......................................................................... 415 5.8 Design tables ...................................................................... 416
description
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Transcript of 2007_tbe_en_Pages-403-500
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Post-installed rebar connections with Injection mortar FIS V
5.1 Types ..................................................................................... 404
5.2 Applications ......................................................................... 405
5.3 Features and advantages ................................................. 406
5.4 Installation ........................................................................... 406
5.5 Design ................................................................................... 408
5.6 Design examples ................................................................ 414
5.7 Test results .......................................................................... 415
5.8 Design tables ...................................................................... 416
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5.1 Types
Injection mortar FIS V 360 S and FIS VS 360 S Injection mortar FIS V 950 S and FIS VS 950 S
Static mixer FIS S
Description
The fi scher injection mortar FIS V is a styrene-free hybrid mortar that consists of an organic binder (vinylester) and a mineral binder (cement).The two components are safely mixed toge-ther inside the static mixer FIS S.
Advantages over synthetic mortars
▯ Higher temperature resistance compared to epoxy, polyester and vinylester resins▯ Improved chemical resistance▯ Reduced shrinkage▯ Less sensitive to hole cleaning▯ Resin is alkaline, providing improved corrosion resistance▯ Higher and more consistent loadbearing capacity
Advantages over mineral mortars
▯ Shorter curing time▯ Easy installation due to cartridge form
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5.2 Applications
Extension of cantilevered slabs and refurbish-ment of slab edges.
Bent reinforcement can be easily installed using FIS V.
Starter bars for extending concrete walls.
Starter bars for closing openings.
Anchoring of staircase landings.
Connection of a cantilevered slab to the edge of a concrete fl oor using spliced bars.
Starter bars for concrete columns.
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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 fl exible planning resulting in easy change of use or easy extension of buildings
▯ Defi ned performance in accordance with assessments and approval documents
▯ Design in accordance with EC2 like cast-in rebars
▯ Resin is alkaline, providing improved corro-sion resistance
5.4 Installation
▯ Drilling processPosition of drill hole should be provided by the design engineer.
For precise drilling parallel to an existing sur-face a drilling aid is available from the fi scher range to ensure deviations ≦ 2 %.
▯ Blowing-out of the drill holeThe drill hole must be blown-out 3 times from the bottom of the hole using the compressed air lance from the fi scher range (oil free com-pressed air ≧ 6 bar).
▯ Brushing of the drill holeThe drill hole must be brushed out 3 times using the stainless steel brush from the fi scher range.
▯ Blowing-out of the drill holeThe drill hole must be blown-out 3 times from the bottom of the hole using the compressed air lance from the fi scher range (oil free com-pressed air ≧ 6 bar).
▯ Injection of the hybrid mortar FIS VFilling the drill hole from the bottom with FIS V.
The fi scher injection aid is attached to the end of the extension nozzle. Back pressure is crea-ted to avoid any air bubbles being present.
▯ Inserting the rebarWith strong pressure and simultanous twisting action the rebar is inserted into the hole.
After curing the rebar may be loaded.
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For optimum installation fi scher off ers a com-prehensive range of equipment.
▯ System kit...contains all the important equipment for correct installation.
The system kit contains a drilling guide, exten-sions for the steel brush, injection aid, clea-ning lance, steel brushes and further useful equipment. It also contains the installation instructions and a check list for documenta-tion of the installation process.
▯ The drilling guide...is part of the system kit. It is an aid to ensure minimum deviation from the desired position (see fi rst fi gure of the installation instruc-tions).
▯ The brushes...ensure properly cleaned drill hole walls. The use of stainless steel brushes guarantees a perfect removal of the drill dust.
▯ Injection guns...guaranteed no-tiredness injection by off e-ring a hand operated gun for small jobs and a pneumatic gun for professional high volume use.
▯ The injection aid...makes it easy to fi ll the holes without air bubbles. The aid is attached to the end of the extension nozzle. Using this enables the back pressure to be felt easily.
▯ The FIS V extension nozzle...enables the hybrid mortar to be transferred to the bottom of the drill hole.
▯ The scabbler...is used to remove the carbonated concrete surface, in order to expose the aggregates to provide a good keying surface for transmitting shear loads.
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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 · l V FIS V = 2π
4 02S v v
Where:
VFIS V = mortar volume [ml]
lv = anchorage length [cm]
d0 = drill diameter [mm]
ds = rebar diameter [mm]
Table 5.3: Factor k for calculation of the mortar volume V FIS V
Rebar diameter ds [mm] 8 10 12 14 16 20 25 28 32
Drill diameter d0 [mm] 12 14 16 18 20 25 30 35 40
Factor k for the required volume of resin [ml/cm] 0.63 0.75 0.88 1.01 1.13 1.77 2.16 3.46 4.52
Example:
A rebar with a diameter of ds = 20 mm should be installed with an anchorage length of 850 mm. The required volume of resin is:VFIS V = k · lv = 1.77ml/cm · 85 cm = 150.45 ml
5.5. Design5.5.1 Basics
For the assessment of post-installed rebars under tension two methods are available:
▯ Design in non-reinforced concrete (anchor theory) The loads are transmitted to the concrete using its tensile strength. Possible modes of failure are concrete failure, pull-out of the anchor from the drill hole and steel failure. The design can be done in accordance with the CC-Method (see Annex A).
▯ Design in reinforced concrete The load is transmitted to the existing rein-forcement by compression struts. The design is done similarly to the design of cast-in rebars. The following parts of this design guide deal exclusively with the design in reinforced conc-rete based on EC2.
The equations and the construction guidance are based on the assumption that the trans-mission of loads, e. g. to the supports, follows requirements of the reinforced concrete regu-lations. Possible national regulations have to be observed.
Extensive test series show that the bonding behaviour of post-installed rebars using fi scher FIS V in concrete with a strength class up to C30/37 does not diff er compared with cast-in rebars, provided that the installation of the rebars is done in accordance with the fi scher installation instructions.
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Generally the design of post-installed rebars and lap splices can be done in accordance with EC2. There are some minor deviations regarding the condition of application, e.g. minimum anchorage length, behaviour under fi re and minimum concrete cover.
Design with higher bond strength than those recommended in the national regulations is not recommended because a signifi cant increase in displacement of the bar has to be expected.
5.5.2 Partial safety factors for actions
The partial safety factors for actions may be taken in accordance with EC2:
Table 5.4: Partial safety factor
Favourable(reducing of loading)
Unfavourable(increasing of loading)
Dead loads γG 1.0 1.35
Variable loads γQ 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 = 2π4
fγs
yk
s (5.1)
Where:
NRd, s = design value of the tensile resis-tance for steel failure
ds = diameter of the rebar
fyk = yield strength of the rebar
γs = partial safety factor of the material
= 1.15
5.5.4 Bond strength - required ancho-rage length
5.5.4.1 Bond conditions
The bond strength of cast-in rebars depends mainly on the surface profi le of the bar, the dimensions of the structural component and the inclination of the bar during concreting.
Good bond conditions exist (EC2, Section 5.2.2.1):
a) When the rebar has an inclination of 45° to 90°.
Direction of concreting
b) When the rebar has an inclination of 0° to 45° and the thickness of the structural com-ponent in the direction of concreting is not greater than 250 mm.
Table 5.5: Design value NRd,s of the tensile resistance as a function of the nominal yield strength
Diameter of rebar ds [mm] 8 10 12 14 16 20 25 28 32 40
Design value NRd,s of the tensile resistance for steel failure [kN]
400 17.5 27.3 39.3 53.5 69.9 109.3 170.7 214.2 279.7 437.1
420 18.4 28.7 41.3 56.2 73.4 114.7 179.3 224.9 293.7 458.9
fyk [N/mm2] 460 20.1 31.4 45.2 61.6 80.4 125.7 196.3 246.3 321.7 502.7
500 21.9 34.1 49.2 66.9 87.4 136.6 213.4 267.7 349.7 546.4
550 24.0 37.6 54.1 73.6 96.2 150.3 234.8 294.5 384.6 601.0
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Direction of concreting
c) When the thickness of the structural com-ponent is greater than 250 mm and the rebar is 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 upper surface of the component
Direction of concreting
Good bond conditions for rebars in thehatched areas.
Poor bond conditions for rebars in theun-hatched areas.
5.5.4.2 Design resistance of the bond strength
The load bearing capacity and the displace-ment behaviour of a post-installed rebar using FIS V is similar to that of a cast-in rebar up to a concrete compressive strength of 30 N/mm2, measured with cylinders.
= 2.25 η
1 · η
2 · f
ctdf bd (5.2)
Where:
η1 = 1.0 for good bonding conditions
= 0.7 for all other conditions
η2 = 1.0 for ds ≤ 32 mm
= (132 - ds)/100 for ds > 32 mm
fctd = (αct ∙ fctk,0.05/γc)
αct = influence of long-term perfor-mance
= 1.0
fctk, 0.05 = lower limit of characteristic ten-sile strength of concrete (5% frac-tile)
γc = safety coeffi cient for the concrete
= 1.5
With post-installed rebars the correct installa-tion (drilling, cleaning, injection, inserting the rebar) has a strong eff ect on the load bearing capacity and the displacement behaviour.
Table 5.6: Design values of the bond strength
Concrete strength class 1) C 12/15 C 16/20 C 20/25 C 25/30 C 30/37
Characteristic compressive strength (measured with cylinders) fck [N/mm2] 12 16 20 25 30
Lower limit of the characteristic concrete tensile strength fctk; 0.05 [N/mm2] 1.1 1.3 1.5 1.8 2.0
Design value of the bond strength (good bond conditions) 2) 3) [N/mm2] 1.6 2.0 2.3 2.7 3.0
1) Information on national parameters can be found in Section 2 „Basic principles of fixing technology“, table 2.22) For ribbed bars with a diameter ds ≤ 32 mm3) For poor bond conditions the values fbd shall be multiplied by 0.7
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5.5.4.3 Basic value of the required anchorage length
The basic required anchorage length lb,rqd is needed to anchor the force (As · σsd) in a bar assuming constant bond stress. For σsd = fyd the maximum steel capacity can be gained. Thus steel failure is decisive and a further increase in anchorage length does not result in an increase in capacity.
= · l b, rqd
d4
s σf
sd
bd (5.3)
Where:
lb, rqd = basic value of the required ancho-rage length
ds = diameter of the rebar
σsd = design value of the tensile steel strength in the bar at the posi-tion from where the anchorage is measured from
fbd = design value of the bond strength (see Equation (5.2) and Table (5.6))
5.5.4.4 Anchorages5.5.4.4.1 Required anchorage length
The design value of the anchorage length is calculated as follows:
lbd
= α1
⋅ α2
⋅ α3
⋅ α4
⋅ α5
⋅ lb,rqd
≥ lb, min (5.4)
Where:
α1 = infl uence of the bar shape
α2 = infl uence of the concrete cover
c = concrete cover
α3 = infl uence of the transverse rein-forcement (not welded) ≤1
α4 = infl uence of the transverse rein-forcement (welded) ≤1
α5 = infl uence of transverse pressure ≤1
lb, rqd = basic value of anchorage length
lb, min = minimum anchorage length
Where: α2 · α3 · α5 · ≥0.7
Table 5.7: Values of α1, α2, α3, α3, α4 and α5 coeffi cients
Infl uence factor Type of anchorage Reinforcement barin tension in compression
Shape of bars
straight α1 = 1.0 α1 = 1.0other than straight (see pr EN 1992-1-1: 2003
fi gure 8.1 (b), (c) and (d))α1 = 0.7 if cd > 3 ds otherwise α1 = 1.0
(see pr EN 1992-1-1: 2003 fi gure 8.3 for values of cd)
α1 = 1.0
Concrete cover
straight α2 = 1 - 0.15 (cd - ds) / ds≥ 0.7≤ 1.0
α2 = 1.0
other than straight (see pr EN 1992-1-1: 2003 fi gure 8.1 (b), (c) and (d))
α2 = 1 - 0.15 (cd - 3 ds) / ds≥ 0.7≤ 1.0
(see pr EN 1992-1-1: 2003 fi gure 8.3 for values of cd)
α2 = 1.0
Confi nement by transverse reinforcement not welded to main reinforcement
all types α3 = 1 - Kλ≥ 0.7≤ 1.0
α3 = 1.0
Confi nement by welded transverse reinforcement
all types, position and size as specifi ed inpr EN 1992-1-1: 2003 fi gure 8.1 (e)
α4 = 0.7 α4 = 0.7
Confi nement by transverse pressure
all types α5 = 1 - 0.04 p≥ 0.7≤ 1.0
-
Legend see next page
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Where:
λ = (ΣAst - ΣAst, min)/AsΣAst = cross-sectional area of the trans-
verse reinforcement along the design anchorage length lbd
ΣAst, 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 with maximum bar diameter
Κ = values see pr EN 1992-1-1: 2003 in fi gure 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)
Where:
lb, min = minimum anchorage length
lb, rqd = basic value of the required ancho-rage length (Equation (5.3))
ds = diameter of the rebar
5.5.4.4.2 Lap length
The spacing of the spliced rebars shall bes ≤ 4 · ds. For spacings s > 4 · ds the lap length lo shall be increased by s - 4 · ds.
l0 = α
1 ⋅ α
2 ⋅ α
3 ⋅ α
4 ⋅ α
5⋅ α
6 ⋅ l
b,rqd ≥ l
0, min (5.5)
Where:
l0 = required lap length
lb, rqd = basic value of the required ancho-rage length (Equation (5.4))
α1 = infl uence of the bar shape
α2 = infl uence of the concrete cover
α3 = infl uence of the transverse rein-forcement (not welded) ≤1
α5 = infl uence of transverse pressure ≤1
α4 = infl uence of the transverse rein-forcement (welded) ≤1
α6 = infl uence of the proportion of the overlapping bars ot the cross-sec-tion
= 1.5, if all bars are overlapping in cross-section
Minimum lap length
l0, min
> max {0.3 α6 l
b, rqd ; 15 d
s ; 200 mm}
(5.5 a)
Where:
l0, min = minimum lap length
α6 = infl uence of the proportion of the overlapping bars ot the cross-sec-tion
= 1.5, if all bars are overlapping in cross-section
lb,rqd = basic value of the required ancho-rage length (Equation (5.3))
ds = diameter of rebar
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Table 5.8:
Percentage of lapped bars relative to the total cross-section area
< 25% 33% 50% > 50%
α6 1 1.15 1.4 1.5
Note: Intermediate values may be determined by intepolation.
5.5.5 Concrete cover5.5.5.1 Minimum concrete cover in
accordance with environmental conditions
Table 5.9: Minimum concrete cover according to environmental conditions
Exposure class 1) Minimumconcrete cover
c in mm 2)
1 Dry environment 15
2aHumid 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 may occur depending on the tools used (drilling guide). These tolerances may be considered by increasing the minimum concrete cover. The following table gives values based on various test series.
Table 5.10: Minimum concrete cover according to the type of drilling
Type of drilling without drilling guide with drilling guideHammerdrilling
c = 30 mm + 0.06 · lv ≥ 2 · ds c = 30 mm + 0.02 · lv ≥ 2 · ds
Pneumatichammer drilling
c = 50 mm + 0.08 · lv ≥ 2 · ds c = 50 mm + 0.02 · lv ≥ 2 · ds
5.5.5.3 Load bearing capacity and mini-mum concrete cover in case of fi re
Table 5.23 gives the design values of resis-tance of a rebar in case of fi re as a function
of the position of the post-installed rebar. The table is valid for anchorages perpendicular to the surface of the concrete exposed to fi re. Table 5.24 gives the bond strength as a func-tion of the concrete cover in case of fi re for anchorages parallel to the surface of the conc-rete exposed to fi re.
5.5.6 Transverse reinforcement5.5.6.1 Required transverse reeinforce-
ment for anchorages of rebars (EC 2 section 5.2.3.3)
In beams transverse reinforcement should be provided:
▯ for anchorages of rebars in tension, if there is no transverse compression due to the support reaction (e.g. in case of indirect supports)
▯ for all anchorages of rebars in compres-sion
The minimum cross-sectional area of the transverse reinforcement must be 25 % of the area of one anchored rebar. The reinforcement should be evenly distributed along the ancho-rage length.
For rebars in compression, the transverse rein-forcement should surround the bars, being concentrated at the end of the anchorage and extend beyond it to a distance of at least 4 times the diameter of the anchored rebar.
5.5.6.2 Required transverse reinforce-ment for lap splices of rebars (EC2, Section 5.2.4.1.2)
With rebar diameters ≥16 mm the transverse reinforcement should have a total area of not less than the area As of one spliced bar.
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5.5.7 Design rules
General design rules for post-installed rebars
.
post-installed rebars
post-installed rebars
ds
c1= concrete cover of the face of the rebar concreted in
l0
l0
5.6 Design examples
Cantilevered slab
joint surface
additional reinforcement
lk = 1.50 m
lv
h =
16
.0 c
m
Conditions:
Cantilever lk = 1.50 m
Thickness of the slab h = 16.0 cm
Concrete cover c ≥ 2.5 cm
Eff ective depth d = 12.0 cm
Concrete strength class = C 20/25
→ fck = 20.0 N/mm2
Partial safety factor γc = 1.50
Rebar = BSt 500 S→ fyk = 500 N/mm2
Partial safety factor γs = 1.15
Load:
Variable load Q = 3.5 kN/m2
Partial safety factor γQ = 1.50
Dead load G1 = 4.0 kN/m2
Plaster G2 = 2.0 kN/m2
Σ G = 6.0 kN/m2
Partial safety factor γG = 1.35
Actions:
Shear loadVSd = (Q · γQ + ΣG · γG) · lk = (3.5 · 1.5 + 6.0 · 1.35) · 1.50
= 20.03 kN/m
Note: To transmit shear loads the joint shall be roughened. This must be proven seperately.
Bending moment
MSd = 2
(Q · γQ + ΣG · γG ) · lk2
= 2(3.5 · 1.5 + 6.0 · 1.35) · 1.502
= 15.02 kNm/m
Design per meter with non-dimensional fac-
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tors in accordance with EC 2.
Usual reinforced concrete design procedure gives:
NSd = 131.89 kN/m
Determination of the required anchorage length in accordance with Table 5.15:
Chosen diameter of the rebar
ds = 10 mm; as = 15.0 cm
Interpolated from Table 5.15
lbd = 275 mm > lb, min
cmin = 36 mm
Volume = 176 ml
Table 5.11:
Diameter of rebar ds [mm] 8 10 12 14 16 20 25 28 32
Mean ultimate bond strengthfor lV = 10 · ds
τu, m [N/mm2] C 20/25C 30/37
8.812.4
8.812.4
8.512.1
8.111.5
7.911.3
6.99.7
5.98.3
5.47.6
5.07.1
5%-fractile of the bond stength τu, 5% [N/mm2] C 20/25C 30/37
6.38.9
6.38.9
6.18.7
5.98.3
5.78.1
5.07.2
4.25.9
3.85.4
3.65.1
Design value of the bond strength forgood bond conditions according to EC 2
fbd [N/mm2] C 20/25C 30/37
2.33.0
5.7 Test results
Table 5.11 gives the maximum characteristic tensile capacity in kN of a rebar with the cor-responding anchorage length. The fi gures are based on the 5 %-fractile of the bond strength τu,5% found in tests in concrete C 20/25 (fck = 20 N/mm2) and on the charcteristic tensile strength NRk,s of the rebar.
The values correspond to the maximum capacity (ultimate limit state) of a rebar post-installed with injection mortar FIS V with large edge distance and without consideration of safety factors. It is recommended to design post-installed rebars in accordance with sec-tion 5.5!
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Table 5.12:
Necessary anchorage length for characteristic tensile capacity [kN] of one rebar in concrete C 20/25ds fyk based on bond strength τu,5% (Test results) anchorage lengths lV [mm] NRk,s
[mm] [N/mm2] 80 100 120 140 160 200 220 240 250 280 300 320 400 500 600 700 800 900 1000 1100 1200 1250 [kN]
8
400 12,7 15,8 19,0 20,1 → 20,1420 12,7 15,8 19,0 21,1 → 21,1460 12,7 15,8 19,0 22,2 23,1 → 23,1500 12,7 15,8 19,0 22,2 25,1 → 25,1550 12,7 15,8 19,0 22,2 25,3 27,6 → 27,6
10
400 19,8 23,8 27,7 31,4 → 31,4420 19,8 23,8 27,7 31,7 33,0 → 33,0460 19,8 23,8 27,7 31,7 36,1 → 36,1500 19,8 23,8 27,7 31,7 39,3 → 39,3550 19,8 23,8 27,7 31,7 39,6 43,2 → 43,2
12
400 27,6 32,2 36,8 45,2 → 45,2420 27,6 32,2 36,8 46,0 47,5 → 47,5460 27,6 32,2 36,8 46,0 50,6 → 52,0500 27,6 32,2 36,8 46,0 50,6 55,2 56,5 → 56,5550 27,6 32,2 36,8 46,0 50,6 55,2 57,5 62,2 → 62,2
14
400 36,3 41,5 51,9 57,1 61,6 → 61,6420 36,3 41,5 51,9 57,1 62,3 64,7 → 64,7460 36,3 41,5 51,9 57,1 62,3 64,9 70,8 → 70,8500 36,3 41,5 51,9 57,1 62,3 64,9 72,7 77,0 → 77,0550 36,3 41,5 51,9 57,1 62,3 64,9 72,7 77,8 83,0 84,7 → 84,7
16
400 45,8 57,3 63,0 68,8 71,6 80,2 80,4 → 80,4420 45,8 57,3 63,0 68,8 71,6 80,2 84,4 → 84,4460 45,8 57,3 63,0 68,8 71,6 80,2 86,0 91,7 92,5 → 92,5500 45,8 57,3 63,0 68,8 71,6 80,2 86,0 91,7 100,5 → 100,5550 45,8 57,3 63,0 68,8 71,6 80,2 86,0 91,7 110,6 → 110,6
20
400 62,8 69,1 75,4 78,5 88,0 94,2 100,5 125,7 → 125,7420 62,8 69,1 75,4 78,5 88,0 94,2 100,5 125,7 131,9 → 131,9460 62,8 69,1 75,4 78,5 88,0 94,2 100,5 125,7 144,5 → 144,5500 62,8 69,1 75,4 78,5 88,0 94,2 100,5 125,7 157,1 → 157,1550 62,8 69,1 75,4 78,5 88,0 94,2 100,5 125,7 157,1 172,8 → 172,8
25
400 82,5 92,4 99,0 105,6 131,9 164,9 196,3 → 196,3420 82,5 92,4 99,0 105,6 131,9 164,9 197,9 206,2 → 206,2460 82,5 92,4 99,0 105,6 131,9 164,9 197,9 225,8 → 225,8500 82,5 92,4 99,0 105,6 131,9 164,9 197,9 230,9 245,4 → 245,4550 82,5 92,4 99,0 105,6 131,9 164,9 197,9 230,9 263,9 270,0 → 270,0
28
400 93,6 100,3 107,0 133,7 167,1 200,6 234,0 246,3 → 246,3420 93,6 100,3 107,0 133,7 167,1 200,6 234,0 258,6 → 258,6460 93,6 100,3 107,0 133,7 167,1 200,6 234,0 267,4 283,2 → 283,2500 93,6 100,3 107,0 133,7 167,1 200,6 234,0 267,4 300,8 307,9 → 307,9550 93,6 100,3 107,0 133,7 167,1 200,6 234,0 267,4 300,8 334,3 338,7 → 338,7
32
400 115,8 144,8 181,0 217,1 253,3 289,5 321,7 → 321,7420 115,8 144,8 181,0 217,1 253,3 289,5 325,7 337,8 → 337,8460 115,8 144,8 181,0 217,1 253,3 289,5 325,7 361,9 370,0 → 370,0500 115,8 144,8 181,0 217,1 253,3 289,5 325,7 361,9 398,1 402,1 → 402,1550 115,8 144,8 181,0 217,1 253,3 289,5 325,7 361,9 398,1 434,3 442,3 442,3
5.8 Design tablesDesign tables (tables 5.13 to 5.22) can be used as follows:
▯ Required anchorage length lbd ≥ lb, min
The minimum anchorage length lb, min of anchorages 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 in compression.
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)
Note:The values are based on the maximum characteristic tensile capacity of a rebar and on the 5%-fractile of the bond strength found in concrete C 20/25 (see Table: 5.10).
Post-installed rebar connections with Injection mortar FIS V
417Status 03/2006
5
- Rebar in tension lb, min = 0.3 · lb,rqd = 0.3 · 473 mm
= 142 mm < lbd
lb, min = 10 · ds = 10 · 10 mm = 100 mm < lbd
lb, min = 100 mm < lbd
Anchorage length of the rebar lbd = 208 mm.
- Rebar in compression lb, min = 0.6 · lb, rqd = 0.6 · 473 mm
= 284 mm > lbd
lb, min = 10 · ds = 10 · 10 mm = 100 mm < lbd
lb, min = 100 mm < lbd
Anchorage length of the rebar lb, min = 284 mm.
▯ Required lap length l0The lap length l0 of spliced rebars can be cal-culated in accordance with section 5.5.4.4.2.
Example:
ds = 16 mm, design action NSd = 50.0 kN
basic value of the anchorage length lb, rqd = 756 mm, anchorage length lbd = 433 mm (Table 5.13)
- Rebar with 50% lapped bars
l0 = lbd · α6 = 433 mm · 1.4
= 606 mm
≥ l0, min
l0, min = 0.3 · α6 · lb, rqd = 0.3 · 1.4 · 756 = 317 mm
l0, min = 15 · ds = 15 · 16 mm = 240 mm
l0, min = 200 mm
Anchorage length of the rebar l0 = 606 mm.
▯ The transmission of the loads to the sup-ports of the concrete member should be given special consideration.
▯ Expertly done installation in accordance with the manufacturer’s installation instruc-tions with special consideration of exact drilling, proper cleaning of the drill hole and injection of resin without air bubbles.
▯ Yield strength of the steel fyk = 500 N/mm²
▯ Compressive strength of the concrete measured in cylinders fck = 20 N/mm²
Table 5.13 gives the following parameters depending on the diameter and the load of the rebar:
▯ Required anchorage length lbd
▯ Minimum concrete cover cmin (compare section 5.5.5.2, minimum concrete cover according to the type of drilling) for precise drilling parallel to an existing surface (deviati-ons ≤ 2 %)
▯ Required mortar volume
Tables 5.14 to 5.22 give the following para-meters depending on the diameter and the spacing of the rebars and the load per meter
▯ Required anchorage length lbd
▯ Minimum concrete cover cmin (compare section 5.5.5.2, minimum concrete cover according to the type of drilling) for precise drilling parallel to an existing surface (deviati-ons ≤ 2 %)
▯ Required mortar volume per meter
Post-installed rebar connections with Injection mortar FIS V
418 Status 03/2006
5
Req
uire
d an
chor
age
len
gth
dep
endi
ng
on t
he
desi
gn v
alue
of
the
acti
onC
oncr
ete
C2
0/2
5: f
ck =
20
N/m
m2,
Stee
l: f y
k =
50
0 N
/mm
2
Tabl
e 5.
13:
Cond
ition
s of a
pplic
atio
n se
e se
ctio
n 5.
8: D
esig
n ta
bles
d sd 0
Inst
alla
tion
Desig
n va
lue
of th
e ac
tion
N Sd [k
N] (f
acto
red
load
)N Rd
,sl b,
rqd
c min
V FIS
Va s
A s
[mm
][m
m]
510
1520
2530
4050
6070
8090
100
120
140
160
180
200
230
260
300
340
[kN]
[mm
][m
m]
[ml]
[mm
][c
m²]
↓↓
↓↓
↓↓
↓↓
↓
l bd
[mm
]87
173
260
346
--
--
--
--
--
--
--
--
--
812
c min
[m
m]
3234
3637
--
--
--
--
--
--
--
--
--
21.9
378
3831
500.
50
V FIS
V[m
l]7
1421
28-
--
--
--
--
--
--
--
--
-
l bd[m
m]
100
139
208
277
346
416
--
--
--
--
--
--
--
--
1014
c min
[m
m]
3233
3536
3739
--
--
--
--
--
--
--
--
34.1
473
4046
500.
79
V FIS
V[m
l]10
1420
2734
40-
--
--
--
--
--
--
--
-
l bd[m
m]
120
120
173
231
289
346
462
--
--
--
--
--
--
--
-
1216
c min
[m
m]
3333
3435
3637
40-
--
--
--
--
--
--
--
49.2
567
4264
601.
13
V FIS
V[m
l]14
1420
2633
3952
--
--
--
--
--
--
--
-
l bd[m
m]
140
140
149
198
248
297
396
495
594
--
--
--
--
--
--
-
1418
c min
[m
m]
3333
3334
3536
3840
42-
--
--
--
--
--
--
66.9
662
4485
701.
54
V FIS
V[m
l]18
1820
2632
3951
6477
--
--
--
--
--
--
-
l bd[m
m]
160
160
160
173
217
260
346
433
519
606
692
--
--
--
--
--
-
1620
c min
[m
m]
3434
3434
3536
3739
4143
44-
--
--
--
--
--
87.4
756
4610
980
2.01
V FIS
V[m
l]24
2424
2532
3850
6375
8810
0-
--
--
--
--
--
l bd[m
m]
200
200
200
200
200
208
277
346
416
485
554
623
692
831
--
--
--
--
2025
c min
[m
m]
4040
4040
4040
4040
4040
4243
4447
--
--
--
--
136.
694
549
213
100
3.14
V FIS
V[m
l]45
4545
4545
4763
7894
110
125
141
156
187
--
--
--
--
l bd[m
m]
250
250
250
250
250
250
250
277
333
388
443
499
554
665
776
886
997
1108
--
--
2530
c min
[m
m]
5050
5050
5050
5050
5050
5050
5050
5050
5053
--
--
213.
411
8154
325
125
4.91
V FIS
V[m
l]69
6969
6969
6969
7792
107
122
138
153
183
214
244
275
305
--
--
l bd[m
m]
280
280
280
280
280
280
280
280
297
346
396
445
495
594
692
791
890
989
1137
1286
--
2835
c min
[m
m]
5656
5656
5656
5656
5656
5656
5656
5656
5656
5656
--
267.
713
2357
584
140
6.16
V FIS
V[m
l]12
412
412
412
412
412
412
412
413
115
317
519
721
926
230
634
939
343
750
256
8-
-
l bd[m
m]
320
320
320
320
320
320
320
320
320
320
346
390
433
519
606
692
779
865
995
1125
1298
1471
3240
c min
[m
m]
6464
6464
6464
6464
6464
6464
6464
6464
6464
6464
6464
349.
715
1264
872
160
8.04
V FIS
V[m
l]18
518
518
518
518
518
518
518
518
518
520
022
525
029
935
039
944
949
957
464
874
884
8
↑↑
↑↑
↑↑
↑↑
↑d s
d 03.
67.
110
.714
.317
.921
.428
.635
.742
.950
.057
.164
.371
.485
.710
0.0
114.
312
8.6
142.
916
4.3
185.
721
4.3
242.
9N Rd
,sl b,
rqd
c min
V FIS
Va s
A s
[mm
][m
m]
Inst
alla
tion
Char
acte
ristic
valu
e of
the
actio
n N Sk
[kN]
(non
-fact
ored
load
)[k
N][m
m]
[mm
][m
l][m
m]
[cm
²]
d s ....
diam
eter
of t
he re
bar,
d0 ..
.. d
rill d
iam
eter
, N Rd
,s ....
des
ign
valu
e of
the
actio
n fo
r ste
el fa
ilure
, l b,
rqd ..
.. b
asic
valu
e of
the
requ
ired
anch
orag
e len
gth,
lbd
....
anc
hora
ge le
ngth
, c m
in ..
.. m
inim
um co
ncre
te co
ver,
VFI
S V ..
.. m
orta
r vol
ume,
a s ....
min
imum
axia
l spa
cing,
As ..
.. c
ross
sec
tiona
l are
a of
the
stee
l
Post-installed rebar connections with Injection mortar FIS V
419Status 03/2006
5
Req
uire
d an
chor
age
len
gth
dep
endi
ng
on t
he
desi
gn v
alue
of
the
acti
on p
er m
eter
for
reb
ars
wit
h a
dia
met
er o
f 8
mm
Con
cret
e C
20
/25
, fck
= 2
0 N
/mm
2,
Stee
l: f y
k =
50
0 N
/mm
2
Tabl
e 5.
14:
Cond
ition
s of a
pplic
atio
n se
e se
ctio
n 5.
8: D
esig
n ta
bles
a sNu
mbe
rA s
Inst
alla
tion
Desig
n va
lue
of th
e ac
tion
N Sd [k
N/m
] (fa
ctor
ed lo
ad)
[cm
][n
/m]
[cm
2 /m]
3040
5060
7080
9010
011
012
014
016
018
020
523
025
528
030
533
035
538
040
543
0↓
↓↓
↓
l bd[m
m]
8080
8080
8080
8080
8080
8091
103
117
131
145
160
174
188
202
216
231
245
520
10.0
5c m
in
[mm
]32
3232
3232
3232
3232
3232
3233
3333
3334
3434
3535
3535
V FIS
V[m
l/m]
128
128
128
128
128
128
128
128
128
128
128
146
165
188
210
232
256
279
301
324
346
370
392
l bd[m
m]
8080
8080
8080
8080
8082
9611
012
314
015
717
419
120
922
624
3-
--
616
.78.
38c m
in
[mm
]32
3232
3232
3232
3232
3232
3333
3334
3434
3535
35-
--
V FIS
V[m
l/m]
107
107
107
107
107
107
107
107
107
110
128
147
164
187
210
232
255
279
302
324
--
-
l bd[m
m]
8080
8080
8080
8080
8896
112
128
144
164
184
203
223
243
--
--
-
714
.37.
18c m
in
[mm
]32
3232
3232
3232
3232
3233
3333
3434
3535
35-
--
--
V FIS
V[m
l/m]
9292
9292
9292
9292
101
110
128
147
165
188
211
232
255
278
--
--
-
l bd[m
m]
8080
8080
8080
8291
101
110
128
146
164
187
210
232
--
--
--
-
812
.56.
28c m
in
[mm
]32
3232
3232
3232
3233
3333
3334
3435
35-
--
--
--
V FIS
V[m
l/m]
8080
8080
8080
8291
101
110
128
146
164
187
210
232
--
--
--
-
l bd[m
m]
8080
8080
8082
9310
311
312
314
416
418
521
023
6-
--
--
--
-
911
.15.
59c m
in
[mm
]32
3232
3232
3232
3333
3333
3434
3535
--
--
--
--
V FIS
V[m
l/m]
7272
7272
7273
8392
101
110
128
146
165
187
210
--
--
--
--
l bd[m
m]
8080
8080
8091
103
114
126
137
160
182
205
234
--
--
--
--
-
1010
5.03
c min
[m
m]
3232
3232
3232
3333
3333
3434
3535
--
--
--
--
-
V FIS
V[m
l/m]
6464
6464
6473
8392
101
110
128
146
164
188
--
--
--
--
-
l bd[m
m]
8080
8086
100
114
128
143
157
171
199
228
--
--
--
--
--
-
12.5
84.
02c m
in
[mm
]32
3232
3232
3333
3334
3434
35-
--
--
--
--
--
V FIS
V[m
l/m]
5252
5256
6473
8292
101
110
128
146
--
--
--
--
--
-
l bd[m
m]
8080
8610
312
013
715
417
118
820
523
9-
--
--
--
--
--
-
156.
73.
35c m
in
[mm
]32
3232
3333
3334
3434
3535
--
--
--
--
--
--
V FIS
V[m
l/m]
4343
4655
6474
8392
101
110
128
--
--
--
--
--
--
l bd[m
m]
8091
114
137
160
182
205
228
--
--
--
--
--
--
--
-
205
2.51
c min
[m
m]
3232
3333
3434
3535
--
--
--
--
--
--
--
-
V FIS
V[m
l/m]
3237
4655
6473
8292
--
--
--
--
--
--
--
-
l bd[m
m]
8611
414
317
119
922
8-
--
--
--
--
--
--
--
--
254
2.01
c min
[m
m]
3233
3334
3435
--
--
--
--
--
--
--
--
-
V FIS
V[m
l/m]
2837
4655
6473
--
--
--
--
--
--
--
--
-
↑↑
↑↑
[cm
][n
/m]
[cm
2 /m]
21.4
28.6
35.7
42.9
50.0
57.1
64.3
71.4
78.6
85.7
100.
011
4.3
128.
614
6.4
164.
318
2.1
200.
021
7.9
235.
725
3.6
271.
428
9.3
307.
1
a sNu
mbe
rA s
Inst
alla
tion
Char
acte
ristic
valu
e of
the
actio
n N Sk
[kN/
m] (
non-
fact
ored
load
)
a s ....
axia
l spa
cing,
As ..
.. cr
oss s
ectio
nal a
rea
of th
e st
eel,
l bd ..
.. re
quire
d an
chor
age
lengt
h, c
min
....
min
imum
conc
rete
cove
r, V
FIS
V ....
mor
tar v
olum
e
Post-installed rebar connections with Injection mortar FIS V
420 Status 03/2006
5
Req
uire
d an
chor
age
len
gth
dep
endi
ng
on t
he
desi
gn v
alue
of
the
acti
on p
er m
eter
for
reb
ars
wit
h a
dia
met
er o
f 1
0 m
mC
oncr
ete
C2
0/2
5, f
ck =
20
N/m
m2,
Stee
l: f y
k =
50
0 N
/mm
2
Tabl
e 5.
15:
Cond
ition
s of a
pplic
atio
n se
e se
ctio
n 5.
8: D
esig
n ta
bles
a sNu
mbe
rA s
Inst
alla
tion
Desig
n va
lue
of th
e ac
tion
N Sd [k
N/m
] (fa
ctor
ed lo
ad)
[cm
][n
/m]
[cm
2 /m]
3040
5060
7080
9010
012
014
016
018
020
022
525
030
035
040
045
050
055
060
065
0↓
↓↓
↓
l bd[m
m]
100
100
100
100
100
100
100
100
100
100
111
125
139
156
173
208
243
277
312
346
381
416
450
520
15.7
1c m
in
[mm
]32
3232
3232
3232
3232
3233
3333
3434
3535
3637
3738
3939
V FIS
V[m
l/m]
192
192
192
192
192
192
192
192
192
192
214
240
267
300
333
400
467
532
600
665
732
799
864
l bd[m
m]
100
100
100
100
100
100
100
100
100
117
133
150
167
187
208
250
291
333
374
416
457
--
616
.713
.09
c min
[m
m]
3232
3232
3232
3232
3233
3333
3434
3535
3637
3839
40-
-
V FIS
V[m
l/m]
160
160
160
160
160
160
160
160
160
188
213
240
268
300
333
400
466
533
599
666
732
--
l bd[m
m]
100
100
100
100
100
100
100
100
117
136
156
175
194
218
243
291
340
388
436
--
--
714
.311
.22
c min
[m
m]
3232
3232
3232
3232
3333
3434
3435
3536
3738
39-
--
-
V FIS
V[m
l/m]
138
138
138
138
138
138
138
138
161
187
214
240
267
299
334
400
467
533
598
--
--
l bd[m
m]
100
100
100
100
100
100
100
111
133
156
178
200
222
250
277
333
388
443
--
--
-
812
.59.
82c m
in
[mm
]32
3232
3232
3232
3333
3434
3435
3536
3738
39-
--
--
V FIS
V[m
l/m]
120
120
120
120
120
120
120
134
160
188
214
240
267
300
333
400
466
532
--
--
-
l bd[m
m]
100
100
100
100
100
100
113
125
150
175
200
225
250
281
312
374
436
--
--
--
911
.18.
73c m
in
[mm
]32
3232
3232
3233
3333
3434
3535
3637
3839
--
--
--
V FIS
V[m
l/m]
107
107
107
107
107
107
121
134
160
187
214
240
267
300
333
399
466
--
--
--
l bd[m
m]
100
100
100
100
100
111
125
139
167
194
222
250
277
312
346
416
--
--
--
-
1010
7.85
c min
[m
m]
3232
3232
3233
3333
3434
3535
3637
3739
--
--
--
-
V FIS
V[m
l/m]
9696
9696
9610
712
013
416
118
721
424
026
630
033
340
0-
--
--
--
l bd[m
m]
100
100
100
104
122
139
156
173
208
243
277
312
346
390
433
--
--
--
--
12.5
86.
28c m
in
[mm
]32
3232
3333
3334
3435
3536
3737
3839
--
--
--
--
V FIS
V[m
l/m]
7777
7780
9410
712
013
316
018
721
324
026
630
033
3-
--
--
--
-
l bd[m
m]
100
100
104
125
146
167
187
208
250
291
333
374
416
468
--
--
--
--
-
156.
75.
24c m
in
[mm
]32
3233
3333
3434
3535
3637
3839
40-
--
--
--
--
V FIS
V[m
l/m]
6464
6780
9410
712
013
416
018
721
424
026
730
0-
--
--
--
--
l bd[m
m]
100
111
139
167
194
222
250
277
333
388
443
--
--
--
--
--
--
205
3.93
c min
[m
m]
3233
3334
3435
3536
3738
39-
--
--
--
--
--
-
V FIS
V[m
l/m]
4854
6781
9410
712
013
316
018
721
3-
--
--
--
--
--
-
l bd[m
m]
104
139
173
208
243
277
312
346
416
--
--
--
--
--
--
--
254
3.14
c min
[m
m]
3333
3435
3536
3737
39-
--
--
--
--
--
--
-
V FIS
V[m
l/m]
4054
6780
9410
712
013
316
0-
--
--
--
--
--
--
-
↑↑
↑↑
[cm
][n
/m]
[cm
2 /m]
21.4
28.6
35.7
42.9
50.0
57.1
64.3
71.4
85.7
100.
011
4.3
128.
614
2.9
160.
717
8.6
214.
325
0.0
285.
732
1.4
357.
139
2.9
428.
646
4.3
a sNu
mbe
rA s
Inst
alla
tion
Char
acte
ristic
valu
e of
the
actio
n N Sk
[kN/
m] (
non-
fact
ored
load
)
a s ....
axia
l spa
cing,
As ..
.. cr
oss s
ectio
nal a
rea
of th
e st
eel,
l bd ..
.. re
quire
d an
chor
age
lengt
h, c
min
....
min
imum
conc
rete
cove
r, V
FIS
V ....
mor
tar v
olum
e
Post-installed rebar connections with Injection mortar FIS V
421Status 03/2006
5
Req
uire
d an
chor
age
len
gth
dep
endi
ng
on t
he
desi
gn v
alue
of
the
acti
on p
er m
eter
for
reb
ars
wit
h a
dia
met
er o
f 1
2 m
mC
oncr
ete
C2
0/2
5, f
ck =
20
N/m
m2,
Stee
l: f y
k =
50
0 N
/mm
2
Tabl
e 5.
16:
Cond
ition
s of a
pplic
atio
n se
e se
ctio
n 5.
8: D
esig
n ta
bles
a sNu
mbe
rA s
Inst
alla
tion
Desig
n va
lue
of th
e ac
tion
N Sd [k
N/m
] (fa
ctor
ed lo
ad)
[cm
][n
/m]
[cm
2 /m]
4050
6070
8010
012
014
016
018
020
025
030
035
040
045
050
055
060
065
070
075
080
0↓
↓↓
↓
l bd[m
m]
120
120
120
120
120
120
120
120
120
125
139
173
208
243
277
312
346
381
416
450
485
519
554
616
.718
.85
c min
[m
m]
3333
3333
3333
3333
3333
3334
3535
3637
3738
3939
4041
42
V FIS
V[m
l/m]
224
224
224
224
224
224
224
224
224
234
260
323
389
454
518
583
646
712
777
840
906
969
1035
l bd[m
m]
120
120
120
120
120
120
120
120
130
146
162
202
243
283
323
364
404
445
485
525
566
--
714
.316
.16
c min
[m
m]
3333
3333
3333
3333
3333
3435
3536
3738
3939
4041
42-
-
V FIS
V[m
l/m]
192
192
192
192
192
192
192
192
208
234
260
324
389
453
517
583
647
712
776
840
906
--
l bd[m
m]
120
120
120
120
120
120
120
130
148
167
185
231
277
323
370
416
462
508
554
--
--
812
.514
.14
c min
[m
m]
3333
3333
3333
3333
3334
3435
3637
3839
4041
42-
--
-
V FIS
V[m
l/m]
168
168
168
168
168
168
168
182
208
234
259
324
388
453
518
583
647
712
776
--
--
l bd[m
m]
120
120
120
120
120
120
125
146
167
187
208
260
312
364
416
468
519
--
--
--
911
.112
.57
c min
[m
m]
3333
3333
3333
3333
3434
3536
3738
3940
41-
--
--
-
V FIS
V[m
l/m]
150
150
150
150
150
150
156
182
208
233
259
324
389
453
518
583
646
--
--
--
l bd[m
m]
120
120
120
120
120
120
139
162
185
208
231
289
346
404
462
519
--
--
--
-
1010
11.3
1c m
in
[mm
]33
3333
3333
3333
3434
3535
3637
3940
41-
--
--
--
V FIS
V[m
l/m]
135
135
135
135
135
135
156
182
208
233
259
324
388
453
518
582
--
--
--
-
l bd[m
m]
120
120
120
120
120
127
153
178
203
229
254
318
381
445
508
--
--
--
--
119.
110
.28
c min
[m
m]
3333
3333
3333
3434
3535
3637
3839
41-
--
--
--
-
V FIS
V[m
l/m]
123
123
123
123
123
130
156
182
207
234
259
324
388
454
518
--
--
--
--
l bd[m
m]
120
120
120
120
120
145
173
202
231
260
289
361
433
505
--
--
--
--
-
12.5
89.
05c m
in
[mm
]33
3333
3333
3334
3535
3636
3839
41-
--
--
--
--
V FIS
V[m
l/m]
108
108
108
108
108
130
156
181
207
233
259
324
388
453
--
--
--
--
-
l bd[m
m]
120
120
120
122
139
173
208
243
277
312
346
433
519
--
--
--
--
--
156.
77.
54c m
in
[mm
]33
3333
3333
3435
3536
3737
3941
--
--
--
--
--
V FIS
V[m
l/m]
9090
9092
104
130
156
182
207
233
259
324
388
--
--
--
--
--
l bd[m
m]
120
120
139
162
185
231
277
323
370
416
462
--
--
--
--
--
--
205
5.65
c min
[m
m]
3333
3334
3435
3637
3839
40-
--
--
--
--
--
-
V FIS
V[m
l/m]
6868
7891
104
130
156
181
208
233
259
--
--
--
--
--
--
l bd[m
m]
120
145
173
202
231
289
346
404
462
519
--
--
--
--
--
--
-
254
4.52
c min
[m
m]
3333
3435
3536
3739
4041
--
--
--
--
--
--
-
V FIS
V[m
l/m]
5465
7891
104
130
156
181
207
233
--
--
--
--
--
--
-
↑↑
↑↑
[cm
][n
/m]
[cm
2 /m]
28.6
35.7
42.9
50.0
57.1
71.4
85.7
100.
011
4.3
128.
614
2.9
178.
621
4.3
250.
028
5.7
321.
435
7.1
392.
942
8.6
464.
350
0.0
535.
757
1.4
a sNu
mbe
rA s
Inst
alla
tion
Char
acte
ristic
valu
e of
the
actio
n N Sk
[kN/
m] (
non-
fact
ored
load
)
a s ....
axia
l spa
cing,
As ..
.. cr
oss s
ectio
nal a
rea
of th
e st
eel,
l bd ..
.. re
quire
d an
chor
age
lengt
h, c
min
....
min
imum
conc
rete
cove
r, V
FIS
V ....
mor
tar v
olum
e
Post-installed rebar connections with Injection mortar FIS V
422 Status 03/2006
5
Req
uire
d an
chor
age
len
gth
dep
endi
ng
on t
he
desi
gn v
alue
of
the
acti
on p
er m
eter
for
reb
ars
wit
h a
dia
met
er o
f 1
4 m
mC
oncr
ete
C2
0/2
5, f
ck =
20
N/m
m2,
Stee
l: f y
k =
50
0 N
/mm
2
Tabl
e 5.
17:
Cond
ition
s of a
pplic
atio
n se
e se
ctio
n 5.
8: D
esig
n ta
bles
a sNu
mbe
rA s
Inst
alla
tion
Desig
n va
lue
of th
e ac
tion
N Sd [k
N/m
] (fa
ctor
ed lo
ad)
[cm
][n
/m]
[cm
2 /m]
5060
7080
9010
012
515
017
520
025
030
035
040
045
050
055
060
065
070
075
080
095
0↓
↓↓
↓
l bd[m
m]
140
140
140
140
140
140
140
140
140
140
173
208
243
277
312
346
381
416
450
485
519
554
658
714
.321
.99
c min
[m
m]
3333
3333
3333
3333
3333
3435
3536
3737
3839
3940
4142
44
V FIS
V[m
l/m]
256
256
256
256
256
256
256
256
256
256
317
381
445
507
571
633
697
761
823
887
950
1014
1204
l bd[m
m]
140
140
140
140
140
140
140
140
140
159
198
238
277
317
356
396
435
475
515
554
594
633
-
812
.519
.24
c min
[m
m]
3333
3333
3333
3333
3334
3435
3637
3838
3940
4142
4243
-
V FIS
V[m
l/m]
224
224
224
224
224
224
224
224
224
255
317
381
444
508
570
634
696
760
824
887
951
1013
-
l bd[m
m]
140
140
140
140
140
140
140
140
156
178
223
267
312
356
401
445
490
534
579
623
--
-
911
.117
.10
c min
[m
m]
3333
3333
3333
3333
3434
3536
3738
3939
4041
4243
--
-
V FIS
V[m
l/m]
200
200
200
200
200
200
200
200
222
254
318
380
444
507
571
633
697
760
824
887
--
-
l bd[m
m]
140
140
140
140
140
140
140
149
173
198
248
297
346
396
445
495
544
594
643
--
--
1010
15.3
9c m
in
[mm
]33
3333
3333
3333
3334
3435
3637
3839
4041
4243
--
--
V FIS
V[m
l/m]
180
180
180
180
180
180
180
191
222
254
318
381
443
507
570
634
697
761
824
--
--
l bd[m
m]
140
140
140
140
140
140
140
164
191
218
272
327
381
435
490
544
599
653
--
--
-
119.
113
.99
c min
[m
m]
3333
3333
3333
3334
3435
3637
3839
4041
4244
--
--
-
V FIS
V[m
l/m]
163
163
163
163
163
163
163
191
223
254
317
381
444
507
571
634
698
760
--
--
-
l bd[m
m]
140
140
140
140
140
140
149
178
208
238
297
356
416
475
534
594
653
--
--
--
128.
312
.83
c min
[m
m]
3333
3333
3333
3334
3535
3638
3940
4142
44-
--
--
-
V FIS
V[m
l/m]
150
150
150
150
150
150
159
190
222
254
317
380
444
507
570
634
697
--
--
--
l bd[m
m]
140
140
140
140
140
140
155
186
217
248
309
371
433
495
557
618
--
--
--
-
12.5
812
.32
c min
[m
m]
3333
3333
3333
3434
3535
3738
3940
4243
--
--
--
-
V FIS
V[m
l/m]
144
144
144
144
144
144
159
191
223
254
317
380
444
507
571
633
--
--
--
-
l bd[m
m]
140
140
140
140
140
149
186
223
260
297
371
445
519
594
--
--
--
--
-
156.
710
.26
c min
[m
m]
3333
3333
3333
3435
3636
3839
4142
--
--
--
--
-
V FIS
V[m
l/m]
120
120
120
120
120
128
159
191
222
254
317
380
443
507
--
--
--
--
-
l bd[m
m]
140
140
140
159
178
198
248
297
346
396
495
594
--
--
--
--
--
-
205
7.70
c min
[m
m]
3333
3334
3434
3536
3738
4042
--
--
--
--
--
-
V FIS
V[m
l/m]
9090
9010
211
412
715
919
122
225
431
738
1-
--
--
--
--
--
l bd[m
m]
140
149
173
198
223
248
309
371
433
495
618
--
--
--
--
--
--
254
6.16
c min
[m
m]
3333
3434
3535
3738
3940
43-
--
--
--
--
--
-
V FIS
V[m
l/m]
7277
8910
211
512
715
919
022
225
431
7-
--
--
--
--
--
-
↑↑
↑↑
[cm
][n
/m]
[cm
2 /m]
35.7
42.9
50.0
57.1
64.3
71.4
89.3
107.
112
5.0
142.
917
8.6
214.
325
0.0
285.
732
1.4
357.
139
2.9
428.
646
4.3
500.
053
5.7
571.
467
8.6
a sNu
mbe
rA s
Inst
alla
tion
Char
acte
ristic
valu
e of
the
actio
n N Sk
[kN/
m] (
non-
fact
ored
load
)
a s ....
axia
l spa
cing,
As ..
.. cr
oss s
ectio
nal a
rea
of th
e st
eel,
l bd ..
.. re
quire
d an
chor
age
lengt
h, c
min
....
min
imum
conc
rete
cove
r, V
FIS
V ....
mor
tar v
olum
e
Post-installed rebar connections with Injection mortar FIS V
423Status 03/2006
5
Req
uire
d an
chor
age
len
gth
dep
endi
ng
on t
he
desi
gn v
alue
of
the
acti
on p
er m
eter
for
reb
ars
wit
h a
dia
met
er o
f 1
6 m
mC
oncr
ete
C2
0/2
5, f
ck =
20
N/m
m2,
Stee
l: f y
k =
50
0 N
/mm
2
Tabl
e 5.
18:
Cond
ition
s of a
pplic
atio
n se
e se
ctio
n 5.
8: D
esig
n ta
bles
a sNu
mbe
rA s
Inst
alla
tion
Desig
n va
lue
of th
e ac
tion
N Sd [k
N/m
] (fa
ctor
ed lo
ad)
[cm
][n
/m]
[cm
2 /m]
7080
100
120
140
160
180
200
250
300
350
400
450
500
550
600
650
700
750
800
850
900
1000
↓↓
↓↓
l bd
[mm
]16
016
016
016
016
016
016
016
017
320
824
327
731
234
638
141
645
048
551
955
458
962
369
2
812
.525
.13
c min
[m
m]
3434
3434
3434
3434
3435
3536
3737
3839
3940
4142
4243
44
V FIS
V[m
l/m]
288
288
288
288
288
288
288
288
312
375
438
499
562
623
686
749
810
873
935
998
1061
1122
1246
l bd[m
m]
160
160
160
160
160
160
160
160
195
234
273
312
351
390
429
468
507
545
584
623
662
701
-
911
.122
.34
c min
[m
m]
3434
3434
3434
3434
3435
3637
3838
3940
4141
4243
4445
-
V FIS
V[m
l/m]
256
256
256
256
256
256
256
256
312
375
437
500
562
624
687
749
812
872
935
997
1060
1122
-
l bd[m
m]
160
160
160
160
160
160
160
173
217
260
303
346
390
433
476
519
563
606
649
692
736
--
1010
20.1
1c m
in
[mm
]34
3434
3434
3434
3435
3637
3738
3940
4142
4343
4445
--
V FIS
V[m
l/m]
231
231
231
231
231
231
231
250
313
375
437
499
562
624
686
748
811
873
935
997
1060
--
l bd[m
m]
160
160
160
160
160
160
172
191
238
286
334
381
429
476
524
571
619
667
714
--
--
119.
118
.28
c min
[m
m]
3434
3434
3434
3434
3536
3738
3940
4142
4344
45-
--
-
V FIS
V[m
l/m]
210
210
210
210
210
210
226
251
312
375
438
499
562
624
686
748
811
874
935
--
--
l bd[m
m]
160
160
160
160
160
167
187
208
260
312
364
416
468
519
571
623
675
727
--
--
-
128.
316
.76
c min
[m
m]
3434
3434
3434
3435
3637
3839
4041
4243
4445
--
--
-
V FIS
V[m
l/m]
192
192
192
192
192
201
225
250
312
375
437
500
562
623
686
748
810
873
--
--
-
l bd[m
m]
160
160
160
160
160
173
195
217
271
325
379
433
487
541
595
649
703
--
--
--
12.5
816
.08
c min
[m
m]
3434
3434
3434
3435
3637
3839
4041
4243
45-
--
--
-
V FIS
V[m
l/m]
185
185
185
185
185
200
225
250
313
375
437
499
562
624
686
748
810
--
--
--
l bd[m
m]
160
160
160
160
182
208
234
260
325
390
455
519
584
649
714
--
--
--
--
156.
713
.40
c min
[m
m]
3434
3434
3435
3536
3738
4041
4243
45-
--
--
--
-
V FIS
V[m
l/m]
154
154
154
154
175
200
225
250
312
375
437
499
561
624
686
--
--
--
--
l bd[m
m]
160
160
160
187
218
250
281
312
390
468
545
623
701
--
--
--
--
--
185.
611
.17
c min
[m
m]
3434
3434
3535
3637
3840
4143
45-
--
--
--
--
-
V FIS
V[m
l/m]
128
128
128
150
175
200
225
250
312
375
436
499
561
--
--
--
--
-
l bd[m
m]
160
160
173
208
243
277
312
346
433
519
606
692
--
--
--
--
--
-
205
10.0
5c m
in
[mm
]34
3434
3535
3637
3739
4143
44-
--
--
--
--
--
V FIS
V[m
l/m]
116
116
125
150
175
200
225
250
312
374
437
499
--
--
--
--
--
-
l bd[m
m]
160
173
217
260
303
346
390
433
541
649
--
--
--
--
--
--
-
254
8.04
c min
[m
m]
3434
3536
3737
3839
4143
--
--
--
--
--
--
-
V FIS
V[m
l/m]
9310
012
515
017
520
022
525
031
237
4-
--
--
--
--
--
--
↑↑
↑↑
[cm
][n
/m]
[cm
2 /m]
50.0
57.1
71.4
85.7
100.
011
4.3
128.
614
2.9
178.
621
4.3
250.
028
5.7
321.
435
7.1
392.
942
8.6
464.
350
0.0
535.
757
1.4
607.
164
2.9
714.
3
a sNu
mbe
rA s
Inst
alla
tion
Char
acte
ristic
valu
e of
the
actio
n N Sk
[kN/
m] (
non-
fact
ored
load
)
a s ....
axia
l spa
cing,
As ..
.. cr
oss s
ectio
nal a
rea
of th
e st
eel,
l bd ..
.. re
quire
d an
chor
age
lengt
h, c
min
....
min
imum
conc
rete
cove
r, V
FIS
V ....
mor
tar v
olum
e
Post-installed rebar connections with Injection mortar FIS V
424 Status 03/2006
5
Req
uire
d an
chor
age
len
gth
dep
endi
ng
on t
he
desi
gn v
alue
of
the
acti
on p
er m
eter
for
reb
ars
wit
h a
dia
met
er o
f 2
0 m
mC
oncr
ete
C2
0/2
5, f
ck =
20
N/m
m2,
Stee
l: f y
k =
50
0 N
/mm
2
Tabl
e 5.
19:
Cond
ition
s of a
pplic
atio
n se
e se
ctio
n 5.
8: D
esig
n ta
bles
a sNu
mbe
rA s
Inst
alla
tion
Desig
n va
lue
of th
e ac
tion
N Sd [k
N/m
] (fa
ctor
ed lo
ad)
[cm
][n
/m]
[cm
2 /m]
120
140
160
180
200
250
300
350
400
450
500
550
600
650
700
750
800
850
900
1000
1100
1200
1300
↓↓
↓↓
l bd
[mm
]20
020
020
020
020
020
020
824
327
731
234
638
141
645
048
551
955
458
962
369
276
283
190
0
1010
.00
31.4
2c m
in
[mm
]40
4040
4040
4040
4040
4040
4040
4040
4142
4243
4446
4748
V FIS
V[m
l/m]
450
450
450
450
450
450
468
547
624
702
779
858
936
1013
1092
1168
1247
1326
1402
1557
1715
1870
2025
l bd[m
m]
200
200
200
200
200
200
229
267
305
343
381
419
457
495
533
571
609
647
686
762
838
914
-
119.
0928
.56
c min
[m
m]
4040
4040
4040
4040
4040
4040
4040
4142
4343
4446
4749
-
V FIS
V[m
l/m]
410
410
410
410
410
410
469
547
624
702
780
858
935
1013
1091
1168
1246
1324
1404
1559
1715
1870
-
l bd[m
m]
200
200
200
200
200
208
250
291
333
374
416
457
499
540
582
623
665
706
748
831
914
--
128.
3326
.18
c min
[m
m]
4040
4040
4040
4040
4040
4040
4041
4243
4445
4547
49-
-
V FIS
V[m
l/m]
375
375
375
375
375
390
469
546
625
702
780
857
936
1013
1092
1169
1247
1324
1403
1559
1714
--
l bd[m
m]
200
200
200
200
200
217
260
303
346
390
433
476
519
563
606
649
692
736
779
865
--
-
12.5
8.00
25.1
3c m
in
[mm
]40
4040
4040
4040
4040
4040
4142
4343
4445
4648
--
-
V FIS
V[m
l/m]
360
360
360
360
360
391
468
546
623
702
780
857
935
1014
1091
1169
1246
1325
1403
1557
--
-
l bd[m
m]
200
200
200
200
200
225
270
315
360
405
450
495
540
585
630
675
720
765
810
900
--
137.
6924
.17
c min
[m
m]
4040
4040
4040
4040
4040
4040
4142
4344
4546
4748
--
-
V FIS
V[m
l/m]
347
347
347
347
347
390
468
546
624
701
779
857
935
1013
1091
1169
1247
1325
1402
1558
--
-
l bd[m
m]
200
200
200
200
200
243
291
340
388
436
485
533
582
630
679
727
776
824
872
--
--
147.
1422
.44
c min
[m
m]
4040
4040
4040
4040
4040
4041
4243
4445
4647
48-
--
-
V FIS
V[m
l/m]
322
322
322
322
322
391
468
547
624
701
780
857
936
1013
1092
1169
1248
1325
1402
--
--
l bd[m
m]
200
200
200
200
208
260
312
364
416
468
519
571
623
675
727
779
831
883
935
--
-
156.
6720
.94
c min
[m
m]
4040
4040
4040
4040
4040
4142
4344
4546
4748
49-
--
-
V FIS
V[m
l/m]
300
300
300
300
312
390
468
546
624
702
779
857
935
1013
1091
1169
1247
1325
1403
--
--
l bd[m
m]
200
200
200
200
222
277
333
388
443
499
554
609
665
720
776
831
886
942
--
--
-
166.
2519
.63
c min
[m
m]
4040
4040
4040
4040
4040
4243
4445
4647
4849
--
--
-
V FIS
V[m
l/m]
282
282
282
282
313
390
469
546
623
702
780
857
936
1013
1092
1169
1246
1325
--
--
-
l bd[m
m]
200
200
222
250
277
346
416
485
554
623
692
762
831
900
--
--
--
--
-
205.
0015
.71
c min
[m
m]
4040
4040
4040
4040
4243
4446
4748
--
--
--
--
-
V FIS
V[m
l/m]
225
225
250
282
312
390
468
546
624
701
779
858
935
1013
--
--
--
--
-
l bd[m
m]
208
243
277
312
346
433
519
606
692
779
865
--
--
--
--
--
--
254.
0012
.57
c min
[m
m]
4040
4040
4040
4143
4446
48-
--
--
--
--
--
-
V FIS
V[m
l/m]
188
219
250
281
312
390
468
546
623
702
779
--
--
--
--
--
--
↑↑
↑↑
[cm
][n
/m]
[cm
2 /m]
85.7
100.
011
4.3
128.
614
2.9
178.
621
4.3
250.
028
5.7
321.
435
7.1
392.
942
8.6
464.
350
0.0
535.
757
1.4
607.
164
2.9
714.
378
5.7
857.
192
8.6
a sNu
mbe
rA s
Inst
alla
tion
Char
acte
ristic
valu
e of
the
actio
n N Sk
[kN/
m] (
non-
fact
ored
load
)
a s ....
axia
l spa
cing,
As ..
.. cr
oss s
ectio
nal a
rea
of th
e st
eel,
l bd ..
.. re
quire
d an
chor
age
lengt
h, c
min
....
min
imum
conc
rete
cove
r, V
FIS
V ....
mor
tar v
olum
e
Post-installed rebar connections with Injection mortar FIS V
425Status 03/2006
5
Req
uire
d an
chor
age
len
gth
dep
endi
ng
on t
he
desi
gn v
alue
of
the
acti
on p
er m
eter
for
reb
ars
wit
h a
dia
met
er o
f 2
5 m
mC
oncr
ete
C2
0/2
5, f
ck =
20
N/m
m2,
Stee
l: f y
k =
50
0 N
/mm
2
Tabl
e 5.
20:
Cond
ition
s of a
pplic
atio
n se
e se
ctio
n 5.
8: D
esig
n ta
bles
a sNu
mbe
rA s
Inst
alla
tion
Desig
n va
lue
of th
e ac
tion
N Sd [k
N/m
] (fa
ctor
ed lo
ad)
[cm
][n
/m]
[cm
2 /m]
180
200
250
300
350
400
450
500
550
600
650
700
750
800
850
900
1000
1100
1200
1300
1400
1500
1700
↓↓
↓↓
l bd
[mm
]25
025
025
025
025
027
731
234
638
141
645
048
551
955
458
962
369
276
283
190
096
910
3811
77
138
39.2
7c m
in
[mm
]50
5050
5050
5050
5050
5050
5050
5050
5050
5050
5050
5154
V FIS
V[m
l/m]
550
550
550
550
550
610
687
762
839
916
990
1067
1142
1219
1296
1371
1523
1677
1829
1980
2132
2284
2590
l bd[m
m]
250
250
250
250
262
299
337
374
412
449
486
524
561
598
636
673
748
823
897
972
1047
1122
-
147.
436
.36
c min
[m
m]
5050
5050
5050
5050
5050
5050
5050
5050
5050
5050
5153
-
V FIS
V[m
l/m]
510
510
510
510
534
610
687
762
840
915
990
1068
1143
1219
1296
1371
1524
1677
1828
1980
2133
2286
-
l bd[m
m]
250
250
250
250
281
322
362
402
442
482
522
562
603
643
683
723
803
883
964
1044
1124
--
156.
933
.85
c min
[m
m]
5050
5050
5050
5050
5050
5050
5050
5050
5050
5051
53-
-
V FIS
V[m
l/m]
475
475
475
475
533
611
687
763
839
915
990
1066
1144
1220
1296
1372
1523
1675
1829
1980
2132
--
l bd[m
m]
250
250
250
258
301
344
387
430
472
515
558
601
644
687
730
773
859
944
1030
1116
--
-
166.
531
.67
c min
[m
m]
5050
5050
5050
5050
5050
5050
5050
5050
5050
5153
--
-
V FIS
V[m
l/m]
444
444
444
458
535
611
687
763
838
914
990
1067
1143
1219
1296
1372
1525
1675
1828
1980
--
-
l bd[m
m]
250
250
250
275
320
366
412
457
503
549
594
640
686
731
777
823
914
1005
1097
--
--
176.
129
.75
c min
[m
m]
5050
5050
5050
5050
5050
5050
5050
5050
5051
52-
--
-
V FIS
V[m
l/m]
417
417
417
459
534
610
687
762
839
915
990
1067
1144
1219
1295
1372
1524
1675
1829
--
--
l bd[m
m]
250
250
250
291
340
388
436
485
533
582
630
679
727
776
824
872
969
1066
1163
--
--
185.
728
.05
c min
[m
m]
5050
5050
5050
5050
5050
5050
5050
5050
5052
54-
--
-
V FIS
V[m
l/m]
393
393
393
458
535
610
686
763
838
915
990
1067
1143
1220
1295
1371
1523
1676
1828
--
--
l bd[m
m]
250
250
257
308
359
410
461
513
564
615
666
717
769
820
871
922
1025
1127
--
--
-
195.
426
.53
c min
[m
m]
5050
5050
5050
5050
5050
5050
5050
5050
5153
--
--
-
V FIS
V[m
l/m]
372
372
383
458
534
610
686
763
839
915
990
1066
1144
1219
1295
1371
1524
1676
--
--
l bd[m
m]
250
250
270
324
378
432
486
540
594
648
702
756
810
864
918
972
1080
--
--
--
205.
125
.17
c min
[m
m]
5050
5050
5050
5050
5050
5050
5050
5050
52-
--
--
-
V FIS
V[m
l/m]
353
353
381
457
534
610
686
762
838
914
990
1067
1143
1219
1295
1371
1524
--
--
--
l bd[m
m]
250
250
305
366
427
488
549
609
670
731
792
853
914
975
1036
1097
--
--
--
-
224.
522
.31
c min
[m
m]
5050
5050
5050
5050
5050
5050
5050
5152
--
--
--
-
V FIS
V[m
l/m]
313
313
382
458
534
610
687
762
838
914
990
1067
1143
1219
1295
1372
--
--
--
-
l bd[m
m]
250
277
346
416
485
554
623
692
762
831
900
969
1038
1108
1177
--
--
--
--
254
19.6
3c m
in
[mm
]50
5050
5050
5050
5050
5050
5051
5354
--
--
--
--
V FIS
V[m
l/m]
275
305
381
458
534
610
686
762
839
915
990
1066
1142
1219
1295
--
--
--
--
↑↑
↑↑
[cm
][n
/m]
[cm
2 /m]
128.
614
2.9
178.
621
4.3
250.
028
5.7
321.
435
7.1
392.
942
8.6
464.
350
0.0
535.
757
1.4
607.
164
2.9
714.
378
5.7
857.
192
8.6
1000
.010
71.4
1214
.3
a sNu
mbe
rA s
Inst
alla
tion
Char
acte
ristic
valu
e of
the
actio
n N Sk
[kN/
m] (
non-
fact
ored
load
)
a s ....
axia
l spa
cing,
As ..
.. cr
oss s
ectio
nal a
rea
of th
e st
eel,
l bd ..
.. re
quire
d an
chor
age
lengt
h, c
min
....
min
imum
conc
rete
cove
r, V
FIS
V ....
mor
tar v
olum
e
Post-installed rebar connections with Injection mortar FIS V
426 Status 03/2006
5
Req
uire
d an
chor
age
len
gth
dep
endi
ng
on t
he
desi
gn v
alue
of
the
acti
on p
er m
eter
for
reb
ars
wit
h a
dia
met
er o
f 2
8 m
mC
oncr
ete
C2
0/2
5, f
ck =
20
N/m
m2,
Stee
l: f y
k =
50
0 N
/mm
2
Tabl
e 5.
21:
Cond
ition
s of a
pplic
atio
n se
e se
ctio
n 5.
8: D
esig
n ta
bles
a sNu
mbe
rA s
Inst
alla
tion
Desig
n va
lue
of th
e ac
tion
N Sd [k
N/m
] (fa
ctor
ed lo
ad)
[cm
][n
/m]
[cm
2 /m]
230
250
300
350
400
450
500
550
600
650
700
750
800
900
1000
1100
1200
1300
1400
1500
1600
1700
1900
↓↓
↓↓
l bd
[mm
]28
028
028
028
028
031
234
638
141
645
048
551
955
462
369
276
283
190
096
910
3811
0811
7713
15
147.
143
.98
c min
[m
m]
5656
5656
5656
5656
5656
5656
5656
5656
5656
5656
5656
57
V FIS
V[m
l/m]
882
882
882
882
882
983
1090
1201
1311
1418
1528
1635
1746
1963
2180
2401
2618
2835
3053
3270
3491
3708
4143
l bd[m
m]
280
280
280
280
297
334
371
408
445
482
519
557
594
668
742
816
890
964
1038
1113
1187
1261
-
156.
741
.05
c min
[m
m]
5656
5656
5656
5656
5656
5656
5656
5656
5656
5656
5656
-
V FIS
V[m
l/m]
824
824
824
824
874
982
1091
1200
1309
1418
1526
1638
1747
1964
2182
2400
2617
2835
3052
3273
3490
3708
-
l bd[m
m]
280
280
280
280
317
356
396
435
475
515
554
594
633
712
791
870
949
1029
1108
1187
1266
--
166.
338
.48
c min
[m
m]
5656
5656
5656
5656
5656
5656
5656
5656
5656
5656
56-
-
V FIS
V[m
l/m]
772
772
772
772
874
982
1092
1199
1310
1420
1527
1638
1745
1963
2181
2398
2616
2837
3054
3272
3490
--
l bd[m
m]
280
280
280
295
337
379
421
463
505
547
589
631
673
757
841
925
1009
1093
1177
1261
--
-
175.
936
.22
c min
[m
m]
5656
5656
5656
5656
5656
5656
5656
5656
5656
5656
--
-
V FIS
V[m
l/m]
727
727
727
766
875
984
1093
1202
1311
1419
1528
1637
1746
1964
2182
2400
2618
2836
3054
3272
--
-
l bd[m
m]
280
280
280
312
356
401
445
490
534
579
623
668
712
801
890
979
1068
1157
1246
--
--
185.
634
.21
c min
[m
m]
5656
5656
5656
5656
5656
5656
5656
5656
5656
56-
--
-
V FIS
V[m
l/m]
686
686
686
765
873
983
1091
1201
1309
1419
1527
1637
1745
1963
2181
2399
2617
2835
3053
--
--
l bd[m
m]
280
280
282
329
376
423
470
517
564
611
658
705
752
846
940
1034
1127
1221
1315
--
--
195.
332
.41
c min
[m
m]
5656
5656
5656
5656
5656
5656
5656
5656
5656
57-
--
-
V FIS
V[m
l/m]
650
650
655
764
873
982
1091
1200
1310
1419
1528
1637
1746
1964
2182
2400
2616
2835
3053
--
--
l bd[m
m]
280
280
297
346
396
445
495
544
594
643
692
742
791
890
989
1088
1187
1286
--
--
-
205
30.7
9c m
in
[mm
]56
5656
5656
5656
5656
5656
5656
5656
5656
56-
--
--
V FIS
V[m
l/m]
618
618
655
763
874
982
1092
1200
1310
1418
1526
1637
1745
1963
2181
2400
2618
2836
--
--
-
l bd[m
m]
280
280
312
364
416
468
519
571
623
675
727
779
831
935
1038
1142
1246
--
--
--
214.
829
.32
c min
[m
m]
5656
5656
5656
5656
5656
5656
5656
5656
56-
--
--
-
V FIS
V[m
l/m]
588
588
656
765
874
983
1090
1200
1309
1418
1527
1636
1746
1964
2180
2399
2617
--
--
--
l bd[m
m]
280
280
327
381
435
490
544
599
653
707
762
816
870
979
1088
1197
1305
--
--
--
224.
527
.99
c min
[m
m]
5656
5656
5656
5656
5656
5656
5656
5656
57-
--
--
-
V FIS
V[m
l/m]
562
562
656
764
872
983
1091
1201
1309
1418
1528
1636
1744
1963
2181
2400
2616
--
--
--
l bd[m
m]
285
309
371
433
495
557
618
680
742
804
865
927
989
1113
1236
--
--
--
--
254
24.6
3c m
in
[mm
]56
5656
5656
5656
5656
5656
5656
5656
--
--
--
--
V FIS
V[m
l/m]
503
546
655
764
874
983
1091
1200
1309
1419
1526
1636
1745
1964
2181
--
--
--
--
↑↑
↑↑
[cm
][n
/m]
[cm
2 /m]
164.
317
8.6
214.
325
0.0
285.
732
1.4
357.
139
2.9
428.
646
4.3
500.
053
5.7
571.
464
2.9
714.
378
5.7
857.
192
8.6
1000
.010
71.4
1142
.912
14.3
1357
.1
a sNu
mbe
rA s
Inst
alla
tion
Char
acte
ristic
valu
e of
the
actio
n N Sk
[kN/
m] (
non-
fact
ored
load
)
a s ....
axia
l spa
cing,
As ..
.. cr
oss s
ectio
nal a
rea
of th
e st
eel,
l bd...
. re
quire
d an
chor
age
lengt
h, c
min
....
min
imum
conc
rete
cove
r, V
FIS
V ....
mor
tar v
olum
e
Post-installed rebar connections with Injection mortar FIS V
427Status 03/2006
5
Req
uire
d an
chor
age
len
gth
dep
endi
ng
on t
he
desi
gn v
alue
of
the
acti
on p
er m
eter
for
reb
ars
wit
h a
dia
met
er o
f 3
2 m
mC
oncr
ete
C2
0/2
5, f
ck =
20
N/m
m2,
Stee
l: f y
k =
50
0 N
/mm
2
Tabl
e 5.
22:
Cond
ition
s of a
pplic
atio
n se
e se
ctio
n 5.
8: D
esig
n ta
bles
a sNu
mbe
rA s
Inst
alla
tion
Desig
n va
lue
of th
e ac
tion
N Sd [k
N/m
] (fa
ctor
ed lo
ad)
[cm
][n
/m]
[cm
2 /m]
300
350
400
450
500
550
600
650
700
750
800
900
1000
1100
1200
1300
1400
1500
1600
1700
1800
1900
2100
↓↓
↓↓
l bd
[mm
]32
032
032
032
034
638
141
645
048
551
955
462
369
276
283
190
096
910
3811
0811
7712
4613
1514
54
166.
350
.27
c min
[m
m]
6464
6464
6464
6464
6464
6464
6464
6464
6464
6464
6464
64
V FIS
V[m
l/m]
1152
1152
1152
1152
1246
1372
1498
1620
1746
1869
1995
2243
2492
2744
2992
3240
3489
3737
3989
4238
4486
4734
5235
l bd[m
m]
320
320
320
331
368
405
442
478
515
552
589
662
736
809
883
956
1030
1103
1177
1250
1324
1397
-
175.
947
.31
c min
[m
m]
6464
6464
6464
6464
6464
6464
6464
6464
6464
6464
6464
-
V FIS
V[m
l/m]
1085
1085
1085
1122
1247
1373
1498
1620
1745
1871
1996
2244
2494
2742
2992
3240
3490
3738
3988
4236
4487
4734
-
l bd[m
m]
320
320
320
351
390
429
468
507
545
584
623
701
779
857
935
1013
1090
1168
1246
1324
1402
1480
-
185.
644
.68
c min
[m
m]
6464
6464
6464
6464
6464
6464
6464
6464
6464
6464
6464
-
V FIS
V[m
l/m]
1024
1024
1024
1124
1248
1373
1498
1623
1744
1869
1994
2244
2493
2743
2992
3242
3488
3738
3988
4237
4487
4736
-
l bd[m
m]
320
320
329
370
411
452
494
535
576
617
658
740
822
904
987
1069
1151
1233
1315
1397
1480
--
195.
342
.33
c min
[m
m]
6464
6464
6464
6464
6464
6464
6464
6464
6464
6464
64-
-
V FIS
V[m
l/m]
971
971
998
1122
1246
1371
1498
1622
1747
1871
1995
2244
2492
2741
2993
3241
3490
3738
3987
4236
4487
--
l bd[m
m]
320
320
346
390
433
476
519
563
606
649
692
779
865
952
1038
1125
1211
1298
1384
1471
--
-
205
40.2
1c m
in
[mm
]64
6464
6464
6464
6464
6464
6464
6464
6464
6464
64-
--
V FIS
V[m
l/m]
922
922
997
1124
1248
1371
1495
1622
1746
1870
1993
2244
2492
2742
2990
3240
3488
3739
3986
4237
--
-
l bd[m
m]
320
320
364
409
455
500
545
591
636
682
727
818
909
1000
1090
1181
1272
1363
1454
--
--
214.
838
.30
c min
[m
m]
6464
6464
6464
6464
6464
6464
6464
6464
6464
64-
--
-
V FIS
V[m
l/m]
878
878
999
1122
1248
1372
1495
1622
1745
1871
1995
2244
2494
2743
2990
3240
3489
3739
3989
--
--
l bd[m
m]
320
334
381
429
476
524
571
619
667
714
762
857
952
1047
1142
1237
1333
1428
--
--
-
224.
536
.56
c min
[m
m]
6464
6464
6464
6464
6464
6464
6464
6464
6464
--
--
-
V FIS
V[m
l/m]
838
875
998
1124
1247
1372
1495
1621
1747
1870
1996
2244
2493
2742
2990
3239
3491
3739
--
--
-
l bd[m
m]
320
349
398
448
498
548
597
647
697
747
796
896
995
1095
1194
1294
1393
1493
--
--
-
234.
334
.97
c min
[m
m]
6464
6464
6464
6464
6464
6464
6464
6464
6464
--
--
-
V FIS
V[m
l/m]
802
875
997
1122
1248
1373
1496
1621
1746
1871
1994
2244
2492
2743
2991
3241
3489
3739
--
--
-
l bd[m
m]
320
364
416
468
519
571
623
675
727
779
831
935
1038
1142
1246
1350
1454
--
--
--
244.
233
.51
c min
[m
m]
6464
6464
6464
6464
6464
6464
6464
6464
64-
--
--
-
V FIS
V[m
l/m]
768
874
999
1124
1246
1371
1496
1620
1745
1870
1995
2244
2492
2741
2991
3240
3490
--
--
--
l bd[m
m]
325
379
433
487
541
595
649
703
757
811
865
974
1082
1190
1298
1406
--
--
--
-
254
32.1
7c m
in
[mm
]64
6464
6464
6464
6464
6464
6464
6464
64-
--
--
--
V FIS
V[m
l/m]
749
874
998
1123
1247
1371
1496
1620
1745
1869
1993
2245
2493
2742
2991
3240
--
--
--
-
↑↑
↑↑
[cm
][n
/m]
[cm
2 /m]
214.
325
0.0
285.
732
1.4
357.
139
2.9
428.
646
4.3
500.
053
5.7
571.
464
2.9
714.
378
5.7
857.
192
8.6
1000
.010
71.4
1142
.912
14.3
1285
.713
57.1
1500
.0
a sNu
mbe
rA s
Inst
alla
tion
Char
acte
ristic
valu
e of
the
actio
n N Sk
[kN/
m] (
non-
fact
ored
load
)
a s ....
axia
l spa
cing,
As ..
.. cr
oss s
ectio
nal a
rea
of th
e st
eel,
l bd ..
.. re
quire
d an
chor
age
lengt
h, c
min
....
min
imum
conc
rete
cove
r, V
FIS
V ....
mor
tar v
olum
e
Post-installed rebar connections with Injection mortar FIS V
428 Status 03/2006
5
Des
ign
val
ue o
f re
sist
ance
in t
he
case
of
fi re
Reb
ar c
onne
ctio
n pe
rpen
dicu
lar t
o th
e su
rfac
e ex
pose
d to
fi re
Tabl
e 5.
23:
Desig
n va
lue
of re
sista
nce
in th
e ca
se o
f fi re
Desig
n va
lue
of re
sista
nce
in th
e ca
se o
f fi re
Desig
n va
lue
of re
sista
nce
in th
e ca
se o
f fi re
d sd 0
max
NRd
,s,T
l VN Rd
,s,T [k
N]d s
d 0m
ax N
Rd,s,
Tl V
N Rd,s,
T [kN]
d sd 0
max
NRd
,s,T
l VN Rd
,s,T [k
N]
[mm
][m
m]
[kN]
[mm
]Fi
re re
sista
nce
class
ifi ca
tion
[mm
][m
m]
[kN]
[mm
]Fi
re re
sista
nce
class
ifi ca
tion
[mm
][m
m]
[kN]
[mm
]Fi
re re
sista
nce
class
ifi ca
tion
↓↓
↓↓
F 30
F 60
F 90
F120
F180
↓↓
↓↓
F 30
F 60
F 90
F120
F180
↓↓
↓↓
F 30
F 60
F 90
F120
F180
80
4.7
2.0
0.8
0.4
-14
033
.319
.710
.77.
83.
625
014
1.1
116.
910
0.0
88.2
47.8
120
14.3
6.8
3.8
2.6
0.9
210
59.4
48.9
39.4
32.7
14.3
300
178.
215
4.0
137.
212
5.3
84.9
160
21.9
16.1
10.7
7.0
3.6
230
66.9
57.2
47.8
41.0
18.8
350
213.
419
1.2
174.
316
2.3
122.
0
812
21.9
190
-21
.917
.814
.06.
314
1868
,926
0-
66.9
59.4
53.5
31.1
2530
213.
438
0-
213.
419
6.6
184.
514
4.3
210
--
21.9
18.8
8.6
280
--
66.9
59.4
39.3
410
--
213.
420
6.8
166.
6
230
--
-21
.911
.530
0-
--
66.9
43.5
420
--
-21
3.4
174.
0
280
--
--
21.9
350
--
--
66.9
480
--
--
213.
4
10
011
.94.
92.
61.
50.
316
047
.532
.121
.314
.07.
228
018
3.1
155.
913
7.0
123.
778
.4
150
26.7
17.1
10.4
6.9
3.5
240
77.6
70.1
59.3
51.7
25.9
340
232.
920
5.7
187.
017
3.5
128.
4
180
34.1
26.1
19.3
14.4
6.6
250
87.4
74.9
64.1
56.4
30.6
390
267.
724
7.3
228.
421
5.1
170.
0
1014
34.1
210
-34
.127
.823
.410
.316
2087
,428
0-
87.4
77.6
70.6
44.8
283.
526
7.7
420
-26
7.7
253.
424
0.0
194.
8
240
--
34.1
32.3
16.9
300
--
87.4
77.6
54.4
440
--
267.
725
6.6
211.
5
250
--
-34
.119
.432
0-
--
87.4
63.9
460
--
-26
7.7
228.
2
310
--
--
34.1
370
--
--
87.4
510
--
--
267.
7
12
021
.510
.15.
53.
91.
420
082
.863
.650
.140
.217
.828
018
3.1
155.
913
7.0
123.
778
.4
180
42.8
3.2
23.1
17.4
8.0
240
106.
486
.974
.364
.832
.734
023
2.9
205.
718
7.0
173.
512
8.4
200
49.2
38.3
30.2
24.4
10.8
280
136.
611
1.5
98.8
89.1
57.2
390
267.
724
7.3
228.
421
5.1
170.
0
1216
49,2
240
-49
.244
.438
.719
.420
2513
6,6
310
-13
6.6
114.
910
6.0
74.3
3240
267.
742
0-
267.
725
3.4
240.
019
4.8
260
--
49.2
45.9
26.6
350
--
136.
612
9.3
97.6
440
--
267.
725
6.6
211.
5
270
--
-40
.230
.136
0-
--
136.
610
4.0
460
--
-26
7.7
228.
5
330
--
--
49.2
420
--
--
136.
651
0-
--
-26
7.7
↑↑
↑↑
F 30
F 60
F 90
F120
F180
↑↑
↑↑
F 30
F 60
F 90
F120
F180
↑↑
↑↑
F 30
F 60
F 90
F120
F180
[mm
][N/
mm
2 ][k
N][m
m]
Fire
resis
tanc
e cla
ssifi
catio
n[m
m][
N/m
m2 ]
[kN]
[mm
]Fi
re re
sista
nce
class
ifi ca
tion
[mm
][N/
mm
2 ][k
N][m
m]
Fire
resis
tanc
e cla
ssifi
catio
n
d sd 0
max
NRd
,s,T
l VDe
sign
valu
e of
resis
tanc
e in
the
case
of fi
red s
d 0m
ax N
Rd,s,
Tl V
Desig
n va
lue
of re
sista
nce
in th
e ca
se o
f fi re
d sd 0
max
NRd
,s,T
l VDe
sign
valu
e of
resis
tanc
e in
the
case
of fi
re
N Rd,s,
T [kN]
N Rd,s,
T [kN]
N Rd,s,
T [kN]
d s ....
diam
eter
of t
he re
bar,
d0 ..
.. d
rill d
iam
eter
, N Rd
,s,T ..
.. D
esig
n va
lue
of re
sista
nce
in th
e ca
se o
f fi re
, l V ..
.. re
quire
d an
chor
age
lengt
h
l v
Post-installed rebar connections with Injection mortar FIS V
429Status 03/2006
5
Bon
d st
ren
gth
dep
endi
ng
on t
he
con
cret
e co
ver
in t
he
case
of
fi re
Reb
ar c
onne
ctio
n pa
ralle
l to
the
surf
ace
expo
sed
to fi
reTa
ble
5.24
:
Bond
stre
ngth
in th
e ca
se o
f fi re
Requ
ired
proo
f:
N Rd,s,
T ≤
(l v - c1) ·
ds ·
p · f
bd,T
with
: (l v - c
1) ≥
l s
≤ 80
· d s
N Rd,s,
T De
sign
valu
e of
resis
tanc
e in
the
case
of fi
re(l v -c
1) An
chor
age
lengt
hd s
Diam
eter
of t
he re
bar
f bd,T
Bo
nd st
reng
th in
the
case
of fi
rel s
Lap
lengt
h of
the
splic
e
cm
ax f bd
,Tf bd
,T [N
/mm
2 ]c
[mm
][N
/mm
2 ]Fi
re re
sista
nce
class
ifi ca
tion
[mm
][m
m]
↓↓
F 30
F 60
F 90
F120
F180
↓
30
3.0
1.9
0.3
--
-30
352.
30.
5-
--
35
402.
60.
9-
--
40
453.
01.
4-
--
45
50-
1.6
0.5
--
50
55-
1.9
0.7
--
55
60-
2.3
0.9
0.4
-60
65-
2.6
1.2
0.7
-65
70-
3.0
1.6
0.9
-70
75-
-1.
91.
1-
75
80-
-2.
31.
40.
380
85-
-2.
41.
80.
485
90-
-2.
72.
00.
790
95-
-3.
02.
30.
895
100
--
-2.
60.
910
0
105
--
-3.
01.
210
5
110
--
--
1.6
110
115
--
--
1.9
115
120
--
--
2.2
120
125
--
--
2.3
125
130
--
--
2.6
130
135
--
--
2.8
135
140
--
--
3.0
140
↑↑
F 30
F 60
F 90
F120
F180
↑
[mm
][N
/mm
2 ]Fi
re re
sista
nce
class
ifi ca
tion
[mm
][m
m]
cm
ax f bd
,TBo
nd st
reng
th in
the
case
of fi
rec
f bd,T
[N/m
m2 ]
c ....
conc
rete
cove
r of t
he p
ost-i
nsta
lled
reba
rf bd
,T ..
.. b
ond
stre
ngth
in th
e ca
se o
f fi re
l v
c 1
c
Notes
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Fire Safety in the Fixing Technology
6.1 Introduction ......................................................................... 432
6.2 Why there will always be fi res ........................................ 432
6.3 Prevention through structural and operational fi re protection ..................................................................... 433
6.4 Fire safety measures in the building regulations ........ 433
6.5 Fire behavior of building materials and structural members and their designation ...................................... 435
6.6 Fire development and temperature/time curves ........ 436
6.7 Fire Test ................................................................................ 439
6.8 Fire behavior of fasteners and anchors: the current state of technology ............................................................ 442
6.9 Anchor applications (examples) ..................................... 444
6.10 Overview of certifi ed fasteners and anchors .............. 445
6.11 References ........................................................................... 450
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6.1 Introduction
Fasteners and anchors play an important role not only with regard to connection of buil-ding elements, but also where durability and maintaining capacity and safety is concerned. Often the stability of structural components in a fi re will depend on the fastening element. The stability of structural components is essential for insuring that escape is possible and that escape routes remain intact. For this reason fi scher has been working for years in collaboration with research institutes and material testing institutes in the area of “pas-sive fi re protection”.
Through their intensive involvement in this area, fi scher contributes to the development of fastening technology for anchors exposed to extreme fi re conditions.
In addition, we see it as an important contri-bution to safety, when those responsible for design and specifi cation of building projects avail themselves of our experience. By choo-sing today‘s best solutions for preventive fi re protection it helps to limit damage and save lives.
6.2 Why there will always be fi res
In spite of the most stringent fi re prevention measures, the possible outbreak of fi re can never be excluded when the following conditi-ons preside at the same time:
▯ Flammable material
▯ Oxygen or an oxidizing agent
▯ Suffi ciently high temperature, or a source of ignition
Fires can occur at any stage in the life of a building. Examples are:
▯ New construction - through welding and work involving open fl ames.
▯ Normal operation - through handling fl am-mable materials, short circuits in defective electric cables, cable fi res through overloaded electrical circuits, incorrect handling of machi-nes and household devices.
▯ Maintenance and demolition - sources of fi re can arise when working with grinders which produce red hot particles, or the drip-ping of burning material.
Figure 6.1: Restaurant fi re in Hamburg 1997 [1]Building: Mainly wood construction, single-fl oor, timber pile foundationCause of fi re: Technical defect in the electrical installation, pro-bably a result of material fatigueBuilding damage: Total destruction down to the pile foundation and grating of timbersCost of damage: app. 0.5 million EUR
Figure 6.2:Tunnel fi re test 2001 in a Brenner Motorway tunnel in coopera-tion with the Autostrada del Brennero S.P.A. Institute for Construc-tive Civil Engineering, Santa Automation Instruments and fi scher fi xing systems [2]
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6.3 Prevention through structural and operational fi re protection
The fi rst objective of fi re protection is to pre-vent fi res. If, in spite of this a fi re occurs, then the second objective is to minimize the con-sequences. Fastening elements can make essential contributions towards the realization of both objectives. In Germany the State Buil-ding Ordinances („Landesbauordnung“ LBO), the Employers Liability Association Directives and Regulations („Berufsgenossenschaftliches Vorschriften- und Regelwerk“ BGVR), as well as the “Association of Insurers VdS“ („Verband der Sachversicherer” VdS), specify measures for structural and operational fi re prevention.
In the U. S. but also in many countries in Asia requirements of Factory Mutual (FM), an inter-national group of insurance companies in the U. S., must be observed. The regulations of VdS and FM are required particulary for the design and installation of sprinkler systems. Anchors with VdS- or FM-Certifi cate are listed in section 6.10. Several directives of particular importance are listed below:
Preventative structural fi re protection inclu-des the following:
▯ Compliance with fi re regulations. (e.g. the layout and structure of the property, use of heating and electrical systems and storage of fl ammable or explosive materials).
▯ Use of fi re rated and fi re retardant materials.
▯ Measures to maintain the structural stability of the main structural components during the fi re, to enable escape and rescue of people. This can be achieved by selecting building members with a suitable fi re rating, which should be specifi ed according to the intended use of the building and in accor-dance with the building regulations.
▯ Suitable design of structural units such as walls, ceilings, stairs, elevator shafts and services.
▯ Sectioning of the building into diff erent fi re protection areas through the installation of fi re resistant dividing walls (F 90), or fi re walls and partitions.
▯ Installation of smoke extraction, thermal extraction and air supply units.
▯ Provisions of safe escape and rescue routes as well as fume extraction systems.
▯ Design and maintenance of access routes so that fi re engines can get to the target area at any time without obstruction, and that par-king areas are insured for fi re fi ghting equip-ment.
▯ Lightning protection.
Operational fi re safety includes the following measures and facilities:
▯ Fire alarm systems (smoke, thermal, and fl ame alarms, manual alarms).
▯ Gas warning sensors.
▯ Fire department key boxes, key depots.
▯ Permanent fi re extinguishing installations, such as sprinkler systems, wall hydrants, fi re department feed points and fi re extinguis-hers.
▯ Fire safety coordination, emergency plans.
▯ Signage for fi re extinguishers and fi re exits.
▯ Adaption of furnishing for fi re-loads.
▯ Regular maintenance of fi re resistant shut-ters (doors, gates).
6.4 Fire safety measures in the buil-ding regulations
Within the framework of urban planning and building laws the state creates the prerequisi-tes to insure public safety and to prevent risk through fi re hazard.
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6.4.1 Building Ordinance in Germany
The Building Ordinance (MBO) is the basis for many building code regulations including those relative to fi re safety measures. The State 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 and equipped, such that the development and spreading of fi re is prevented, in the interest of avoiding hazards to life and health of people and animals, and that in case of fi re, eff ective extinguishing work and the rescue of people and animals are possible.“
The required tests are specifi ed in the fi re safety standard DIN 4102. It regulates the classifi cation of building materials, structural components and special components into diff erent fi re ratings.
6.4.2 State Building Ordinances in Ger-many
The specifi cations of the Building Ordinance (MBO) have been transformed into applicable law. The details diff er from state to state.
Figure 6.3: Requirements that must be fulfi lled by building members with regard to eff ective fi re safety /3/
6.4.3 Application related rules and regu-lations
Supplemental to the State Building Ordi-nances there are other laws or directives that regulate additional measures for special types of buildings:
▯ Construction Ordinance relating to places of public assembly
▯ Retail Construction Ordinance
▯ School Construction Guidelines
▯ Garage Construction Ordinance
▯ Restaurant Construction Ordinance
▯ Hospital Construction Ordinance
▯ High rised buildings Construction Ordi-nance
▯ Industrial building Guidelines
6.4.4 Fire safety measures in internati-onal urban planning and building law
Because no generally applicable international guidelines are available, in each individual case, design and execution of fi re safety measures are to be oriented on country-speci-fi c directives. The standard temperature/time curve (ISO 834) however is recognised world-wide. Fire analysis and results that are derived from this standard can therefore be applied in many cases to solve technical fi re safety pro-blems in other countries.
Basic Requirements
Public safety, particularly life or healthmay not be endangered
The development of fi re must be prevented, and the rescue of people and animals,as well as eff ective extinguishing work, must be successful.
Individual Requirements
Layout on the property and layoutrelative to neighbouring buildings,
fi re fi ghting
Fire behavior of building materialsand building components
Size, position and protectionof the fi re partitions
Location and designof the rescue passages
Limitations on size, requirements for limiting structural components (fi rewalls),closure of openings in fi rewalls, equivalent measures for large fi re partitions
(smoke warning alarms + sprinklers)
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6.5 Fire behaviour of building materi-als and structural members and their designation
DIN 4102 diff erentiates between building materials and structural members. Building materials correspond to a certain material (concrete, timber, steel…) and as a result they diff er in terms of their combustion. That is why they are diff erentiated according to their fi re behaviour regardless of their external form (Table 6.1).
Structural members can consist of diff erent building materials. They are evaluated as an entity, and classifi ed according to their dura-tion of fi re resistance.
6.5.1 Duration of fi re resistance
The duration of fi re resistance indicates the resistance to fi re 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 fi re resistance duration of 30 minutes. For F 30 the term fi re retardant is used. Structural members starting from F 90 and higher are designated as fi reproof.The fi re rating is classifi ed with regard to the minimum resistance of 30, 60, 90, 120, or 180 minutes.
Table 6.1: Building material classes according to DIN 4102 part 1
Building material class Offi cial designation
AA 1A 2
Non-fl ammable building materials
B
B 1B 2B 3
Flammable building materials
Flame retardant building materialsNormal fl ammable building materialsEasily fl ammable building materials
6.5.2 Fire behaviour
Letters printed next to the fi re rating, desig-nate the fi re behaviour of a structural member (Tab. 6.1). A fi re retardant structural compo-nent made of non-fl ammable building materi-als with a fi re rating class F 30 is designated accordingly with F 30 A. The designation AB stands for the combination of non-fl ammable and fl ammable materials.
6.5.3 Designation and classifi cation of fasteners and anchors
The fi re rating class for fasteners and anchors is specifi ed, for example F 90.
The use of fasteners and anchors is regulated through approvals. These fastener and anchor approvals do not contain information concer-ning fi re resistance in minutes. Exceptions are the German Approvals for the anchorage of light ceiling claddings, for example: fi scher Nail anchor FNA, fi scher Zykon hammerset anchor FZEA, fi scher Hammerset anchor EA (see table 6.2).
If anchors are required for other applications, where they must maintain their function in case of fi re or higher temperature, then expert information about the specifi c fi re behaviour is provided (compare section 6.10).
Table 6.2: fi scher Hammerset anchor EA /4/
Type EAM8x40
EAM10
EAM12
perm. load fi re resistance duration 90 min 0.8
per anchor fi re resistance duration 120 min 0.7 0.8
Spacing s ≧ [cm] 40
Edge distance c ≧ [cm] 10 20
Min. member thickness h ≧ [cm] 10
Permissible loads - only for axial tension and only for anchors made of zinc plated steel with screws or threaded rods of minimum strength class 5.6 - as well as anchor characteristics and member dimensions for the anchorage of ligth ceiling claddings and sub-ceilings according to DIN 18168 in concrete, strength class ≧ B 25 and ≦ B 55 under fire effect.
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For structural components in Germany anchors shall be selected that are approved and covered by an independent expert infor-mation. Fixings of fi re resistant doors are cove-red by DIN 18093.
6.5.4 Special components
Other structural members such as cable systems, ventilation ducts, and fi re safety enclosures are tested for their fi re rating class according to special specifi cations. In the case of fi re resistance Table 6.3 shows the diff erent classes. All structural fi xings must demon-strate at least the required fi re resistance of the element being fi xed. If, for example, a fi re rating of L 90 is required for ventilation ducts, then an anchor with a certifi ed class of at least F 90 must be used.
With systems consisting of diff erent parts (e. g. cable and cable clamp or door frame and fi xing), that have been tested at a unit, no part must be replaced by a diff erent component. Otherwise the approval is not longer valid.
Table 6.3: Fire resistance classes
Class F General application, bearing or non-bearing walls, beams, and joists
Class W Fire walls, non-bearing external walls including railings and skirting
Class E Maintaining function of electrical cabling systems
Class T Fire safety enclosures
Class G Special glass for fi re safety enclosures
Class L Ventilation duct
Class K Blocking fi xtures in ventilation ducts
Class S Cable partitions
Class R Encased pipelines
Class I Installation shafts and channels
6.5.5 Future European standard
International fi re safety experience has been summarized in the future standard E DIN EN 13501 - part 1. This standard will replace the existing fi re standard DIN 4102 part 1 further to fi nal agreement and publication. Following this, the building materials classes will change according to table 6.4 /5/. The letters s and d indicate the criteria smoke (s) and droplets (d).
6.6. Fire development and tempera-ture/time curves
In order to assess anchors under infl uence of fi re, reproducible simulation tests are required.
Table 6.4: Classifi cation of the fi re behavior of building materials (except fl oor coverings) /5/
Offi cial construction require-ments
Additional requirements European class according to DIN EN 13501-1
Class according to DIN 4102-1
No smoke no burning particles/or
burning droplets
Fireproof X X A1 A1
At least X X A2 s1 d0 A2
Hardly fl ammable
X X B, C -s1 d0
B1
XA2 -s2 d0
A2, B, C -s3 d0
XA2, B, C -s1 d1
A2, B, C -s1 d2
At least A2, B, C -s3 d2
Normal fl ammable
X
D -s1 d0
-s2 d0
-s3 d0
E B2D -s1 d2
-s2 d2
-s3 d2
At least E -d2
Easily fl ammable
F B3
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6.6.1 Real fi re development
Fires proceed according to the principle rep-resented in fi gure 6.4. There are two distinct phases “developing fi re“ and “fully developed fi re“. In the case of the developing fi re there is diff erentiation between the ignition phase and the smouldering phase, in the case of fully developed fi re there is diff erentiation between heating-up phase and cool-down phase. Thus the building material class according to DIN 4102 part 1 (for example A, A1, B3) is the decisive factor for the developing fi re. In the case of a full-fi re, after fl ashpoint, the decisive factor is the fi re resistance of the structural member (e.g. F 90).
6.6.2 Standard fi re tests according to the standard temperature/time curve
Fire eff ect relative to temperature and elapsed time is defi ned in the standard temperature/time curve (ETK) (Fig. 6.5) according to DIN 4102 and ISO 834. The curve is characte-rised by a fl at increase in temperature up to 1090 °C after 120 minutes. It is accepted world-wide as a basis for evaluation. Thus fi re test results can be applied throughout the world.
The temperature/time curve is the basis for all standard fi re tests. Offi cial building authorities do not legislate on the cool-down phase. That is why it is not considered in the standard time/temperature curve. The increase in tem-perature and the maximum temperature are selected such that testing in accordance with the standard temperature/time curve creates eff ects that are similar to those resulting from a real fi re.
Figure 6.4: Fire phases, fi re temperatures (diagram) and fi re hazards [6]
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6.6.3 Temperature curves for special applications
Besides the standard temperature/time curve further temperature curves are accepted for special applications. The hydrocarbon curve describes fi re damage with fl ammable liquids. In Germany tunnel fi res are simulated accor-ding to the RABT/ZTV Tunnel curve. In the Netherlands they are simulated according to the 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 more severe temperature action is required in accor-dance with the Rijkswaterstaat-Tunnelcurve: 1200 °C over a time of 120 minutes.
6.6.4 Fire tests under real conditions
The fi scher group of companies collaborates in international research projects on fi re beha-viour. In addition to analytical experiments and modelling calculations there is also a focus here on executing fi re tests under real conditi-ons. In this regard, the spectrum extends from small fi re analysis of room fi res and house fi res to the fi re test in a Brenner Motorway tunnel (Fig. 6.2). This fi re test took place in July 2001 as part of a catastrophe-training program near Brixen, Italy.
Three objectives were paramount during the execution of this trial: Determination of the temperature depending on the distance to the concrete surface (Fig. 6.6), the load bearing capacity of the anchors during and after the fi re.
Figure 6.7 shows the test set up. Bergmeister and Rieder published the results of this fi re test /7/.
Figure 6.5: Time/temperature curves [7] ——— (ETK), ——— Hydrocarbon curve, ——— RABT Tunnel curve, ——— Riikswaaterstaat Tunnel curve
Measuring point I → hef Measuring point III → mouth of the hole
Measuring point II → hef/2
Figure 6.6:Temperature measurement on the fi scher Anchor bolt FAZ depen-ding on the distance to the concrete surface
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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 a furnace.
6.7.1 Test set up and test procedure
The spatial enclosure of the furnace consists of either a C20/25 reinforced concrete slab, or of masonry. The anchors are set into these building materials, loaded as defi ned and then exposed to fl ames. The duration of fi re resis-tance indicates the time, an anchor can resist without failure. As the load bearing capacity of an anchor essentially depends on its diameter, the elapsed time to failure is a function of the diameter. The results are on the conservative side, as the tests are executed without protec-tion of the fi xture.
The temperature development must corres-pond to the standard temperature/time curve or to other curves (e.g. fi gure 6.5).
6.7.2 Safety concept
Permissible anchor loads specifi ed in offi cial approvals, only show a fraction of the anchor‘s failure load. This means that variations caused by irregularities in the building material, inac-curate assembly and unforeseen stresses in the structural member are accounted for.
In the fi re test, the failure load is determined under fi re conditions. Here the permissible load is determined from this failure load using a safety factor ≧1.
As diff erent safety concepts are permitted for offi cial fastener and anchor approvals and for fi re test evaluation, it is possible that the permissible load determined for fi re may be higher than that specifi ed by the fastener or anchor approval. Nevertheless the prescri-bed maximum permissible load stated in the anchor approval must be respected.
6.7.3 Modes of failure
At high fi re temperatures, tensile strength and yield strength of the steel and the compressive strength and tensile strength of the concrete are signifi cantly reduced. During fi re tests, using anchors installed in concrete, three dif-ferent modes of failure can occur.
6.7.3.1 Steel failure of fasteners and anchors
As the temperature rises, the strength of the steel is reduced. As soon as the ultimate strength has been reached steel failure occurs outside the base material (Fig. 6.8c). Figure 6.9 illustrates how temperature changes the load-bearing capacity of structural steels. At a temperature of 500 °C the yield strength cor-responds to only 58% of the value measured at ambient temperature.
Two types of steel failure can be observed: steel failure within the cross section and the
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“shearing“ of threads of the threaded rod and/or the nut.
Test results /10/ reveal that the steel failure load depends upon the type of steel (carbon steel or stainless steel) and the diameter of the anchor. Accordingly stainless steels perform signifi cantly better at comparable fi re stresses than carbon steels. Anchors with smaller dia-meters fail more quickly than those with large diameters.
6.7.3.2 Concrete failures
The diff erent coeffi cients of expansion of the concrete components (aggregates, cement, water, reinforcement) as well as the high temperature diff erences between the fl amed surface and the deeper layers produce strong stresses. In addition water, physically bound in concrete, vaporizes and thus stresses the concrete. This means particularly that spalling-off can occur in the layers close to the surface (Fig. 6.10).
Spalling-off is strongly infl uenced by the location and size of the reinforcement. The spalling behaviour is signifi cantly aff ected by the reinforcement. A dense reinforcement of
thin bars is more unfavourable than thicker reinforcement bars placed at greater distances from each other. The draft of the German regu-lation ZTV-DNG, part 5, section 4, requires a minimum embedment depth of 65 mm to allow for spalling of the concrete.
As is illustrated in Figure 6.11, the tempera-ture in the concrete decreases with increasing distance from the surface. Thus, the concrete cover represents a temperature protection for the reinforcement. If the concrete cover spalls off , then reinforcement failure should be expected.
New research results /10/ demonstrate that failure due to concrete break-out (Fig. 6.8b) of approved anchors with embedment depths > 40 mm is negligible. Exceptions are anchors that operate on the deformation-controlled principle via the setting of a cone (for example fi scher Hammerset anchor EA). This type of anchors is only approved for anchoring light ceiling claddings and for applications in non-cracked concrete. However in the case of fi re, cracks occur in the concrete. Because of the lack of post expansion capacity, these anchors show a large displacement in cracked conc-rete. Hence the embedment depth is reduced to the extent that concrete break-out of the remaining concrete cover must be taken into consideration.Figure 6.8:
Modes of failure under tension load
Figure 6.9:Behavior of steel depending on the temperature, derived from/9/
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6.7.3.3 Pull-out / pull-through of metal expansion and undercut anchors
In fi res of long duration, cracks will occur in the interior of the concrete that will run through the drill hole of the anchor. For torque-controlled anchors, suitable for use in cracked concrete, like the fi scher Anchor bolt FAZ, it has been identifi ed that pull-out can only be observed shortly before failure of the concrete member. This is due to the fact that these anchors have a so called post-expansion behaviour: if the drill hole is enlarged by a crack, then the load acting on the anchor pulls the expansion cone deeper into the expansion sleeve and thus the transferable load remains high and a large displacement, as in the case of a deformation-controlled anchor, does not occur.
The same applies for undercut anchors like the fi scher Zykon anchor FZA. The part of the anchor placed in the conical undercut of the drill hole has a signifi cantly larger diameter than that within the cylindrical drill hole. Thus this type of anchor reacts for the most part with no sensitivity to crack formation.
Fire-induced cracks can become larger during or after cool down. In this case, post fi re pull-out failure is possible.
6.7.3.4 Bond failures of chemical anchor systems
In the case of chemical anchor systems, both capsule and injection systems, the mortar softens at high temperature which leads to a bond failure.
Hybrid systems based on vinyl ester resins as used by the fi scher group of companies (fi scher Highbond anchor FHB, Upat UMV Vario injection anchor, Upat UPM 44 Injection mortar or fi scher injection mortar FIS V) reach a maximum short term use temperature of 120 °C. Products based on vinyl ester resins only (Upat UMV multicone, Upat UKA 3 resin anchor or fi scher resin anchor R (Eurobond)) may be used up to a short term temperature of 80 °C. For polyester resin mortar this tem-perature is also 80 °C.
Further studies have shown that in the direct fl aming of bonded anchors that are installed in concrete slabs, the heat advances only slowly along the embedment depth /7/. Figure 6.12 demonstrates how the temperature in the mortar develops depending on the distance to the concrete surface and the fi re duration.
Tests with the bonded expansion system, fi scher Highbond anchor FHB, prove that the
Figure 6.10:Spalling-off of the concrete cover /2/
Figure 6.11:fi scher Anchor bolt FAZ A4 - temperatures over the length of the drill hole after 15 minutes of fi re exposure /2/
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load-bearing capacity is only slightly reduced due to the supplemental expansion forces and that the steel failure is decisive. Thus with modern bonded expansion anchors, in the case of fi re, loads similar to that for steel anchors can be applied.
6.7.3.5 Steel failure at temperatures up to 400 °C
In cases where the fastening is exposed to temperatures up to 400 °C, a reduction of steel strength should be considered in the design procedure. This is covered by the draft of the tunnel regulation ZTV-DNG. Relatively high temperatures occur in the vicinity of the source of fi re. Nevertheless equipment such as fans or fume extraction systems must remain usable. This is guaranteed by consideration of higher temperatures for both, the equipment as well as the anchors. Table 6.5 shows the reduction of the yield strength of diff erent stainless steels as a function of the tempera-ture. Corresponding numbers for carbon steel may be found in fi gure 6.9.
6.8 Fire behaviour of fasteners and anchors: the current state of tech-nology
The appropriate values for loads and fi re resistance, depending on the anchor type and application, are specifi ed in the offi cial appro-vals or fi re tests.
6.8.1 Anchors for the anchorage oflightweight suspended ceiling
The fi scher Nail anchor FNA, fi scher Zykon hammerset anchor FZEA, fi scher Hammerset anchor EA and Upat EXA Express anchor are typical anchors for suspended ceilings and comparable redundant systems, for example ventilation ducts and pipe lines. For these applications the load under normal tempera-ture conditions is limited to 0.3 - 1.5 kN per anchor in accordance with the German appro-vals. The permissible load in the case of fi re is given in section 6.10.1.3
6.8.2 Test results for approved heavy duty anchors
The following anchors have been tested for their fi re behaviour: fi scher High performance anchor FH, fi scher Anchor bolt FAZ, fi scher Bolt FBN, fi scher Zykon anchor FZA, fi scher Zykon hammerset anchor FZEA, fi scher Hollow-ceiling anchor FHY, fi scher High-bond anchor FHB, fi scher Injection mortar FIS V, Upat UPM 44 Chemical mortar, Upat UMV Vario injection anchor and Upat EXA
Table 6.5:
Minimum yield strengths [N/mm2] of stainless steels as a func-tion of the temperature /11/
Material 20 °C 100 °C 200 °C 300 °C 400 °C
1.4401 200 175 145 127 115
1.4404 200 165 137 119 108
1.4571 200 185 165 145 135
1.4529 300 230 190 170 160
Figure 6.12:Temperature in the area of the mortar of chemical anchors during a fi re test (Upat UKA 3 Chemical anchor and fi scher Resin anchor R)
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Express anchor. In the respective tablesshown in section 6.10 the load bearing capacity is listed depending on fi re resistance, anchor diameter and steel quality.
Generally stainless steel off ers more safety in case of fi re than carbon steels. For this reason the classifi cation for anchors produced from stainless steel can be applied without testing from results with carbon steel. The results are conservative. This is exemplifi ed by the test results listed in table 6.6 for Upat UPM 44 Chemical mortar with ASTA M 16 and fi scher Zykon anchor FZA M 12 for the fi re rating class F 90.
Table 6.6: Infl uence of the type of steel on the load capacity (examples for F90)
Designation UPM 44 + ASTA M 16 FZA 18x80 M12
Zinc plated steel [kN] 4.0 2.0
Stainless steel [kN] 5.8 5.0
6.8.3 Evaluation of metal anchors during occurence of fi re according EOTA Technical Report TR 020
In their Technical Report TR 020 the EOTA defi ned a fi re rating guideline for metal anchors. Following ETAG 001 also in TR 020 initially the load directions axial tension and shear are proved separately and after that in combination.
On the one hand TR 020 gives you a pure cal-culational method whose results are clearly on the safe side but do not use the whole capa-city of the anchors.
On the other hand the calculational values can be increased enormously by making fi re rating tests. These values are evaluated in a test report. For the fi rst time such a test report was issued for the fi scher Anchor bolt FAZ II.
Furthermore it should be mentioned that in these test reports the terminology for the fi re resistance classifi cation has been adapted to
European standards. Instead of the old terms F 60, F 90 etc. now the terms R 60, R 90 etc. are to be used.
6.8.4 Test results for approved nylon frame-fi xings with zinc-plated screws
It can be shown in tests that nylon frame-fi xings (Ø 10 mm, screw 7 mm, hef ≥ 50 mm, Fperm ≤ 0.8 kN) made from polyamide PA 6 embedded in the concrete have a fi re resis-tance of at least F 90.
6.8.5 Insulation fi xings and fi xings for external thermal insulation com-posite systems
With regard to the application of insulation fi xings made of plastic they basically do not contribute to fi re spreading due to their spacing in between each other. Following the require-ments of § 26 MBO (Building Ordinance) the minimum requirements for ”normal fl amable building materials” have to be respected [12]. In some cases the applications in escape routes and fi re protecting walls require metal insulation fi xings.
Offi cial Approvals for ETICS (external thermal insulation composite systems) also include the fi xing elements. The use with regard to fi re resistance is only allowed in accordance with the determined conditions of the Approval.
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6.9. Anchor applications (examples)
Application suitable fi xing or anchor
Ventilation ducts and ventilation dampers fi scher Nail anchor FNAfi scher Zykon hammerset anchor FZEAfi scher Anchor bolt FAZfi scher Hammerset anchor EAfi scher Concrete screw FBSfi scher Hollow ceiling anchor FHYfi scher Ceiling nail FDN
Lightweight suspended ceilings and similar systems in the intermediate ceiling area
fi scher Zykon hammerset anchor FZEAfi scher Hammerset anchor EAfi scher Nail anchor FNAfi scher Hollow ceiling anchor FHYfi scher Ceiling nail FDNfi scher Concrete screw FBS
Sprinkler systems fi scher Zykon anchor FZAfi scher Zykon hammerset anchor FZEAfi scher Anchor bolt FAZfi scher High performance anchor FHfi scher Hollow ceiling anchor FHYfi scher Hammerset anchor EAUpat EXA Express anchor
Facade sub-constructions made of wood or metal fi scher Universal frame fi xing FURfi scher Long-shaft fi xing SXSfi scher Frame fi xing S-Rfi scher Frame fi xing S-H-R
Insulation fasteners in the area of ventilated facades fi scher Metal retaining disc FATMVfi scher Metal retaining disc FATMAfi scher Insulation support DHMfi scher Fatec Clip combination FAKA Afi scher Insulation support DHK
Cable race ways and heavy pipelines fi scher Anchor bolt FAZfi scher High performance anchor FHfi scher Zykon hammerset anchor FZEAfi scher Highbond anchor FHBfi scher Zykon anchor FZAfi scher Injection mortar FIS VUpat EXA Express-AnkerUpat UMV Vario Injection anchor
Steel constructions fi scher Anchor bolt FAZfi scher Bolt FBNfi scher High performance anchor FHfi scher Highbond anchor FHBfi scher Zykon anchor FZAfi scher Injection mortar FIS VUpat EXA Express anchorUpat UMV Vario injection anchor
Anchorage in masonry fi scher Injection-System FIS VUpat UPM 44 chemical mortar
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6.10. Overview of certifi ed fasteners and anchors6.10.1 Fire testing according to DIN 41026.10.1.1Applications in cracked concrete
Designation Anchor type Material Max. permissible loads in case of fi re [kN] Test report approval No. *
Certifi cate Application
zincplated
A4 C(1.4529)
F 30 F 60 F 90 F 120 VDS FM
fi scher Highbond anchor FHB ** FHB 10x60 X X 5.0 1.5 - - 3038/8141-1(02.05.2001)
cracked andnon-
cracked concrete
FHB 12x80 X X 7.0 4.0 2.5 -
FHB 12x100 X X 7.0 4.0 2.5 -
FHB 16x125 X X 15.0 7.0 5.0 4.0
FHB 20x170 X X 20.0 9.5 7.0 5.0
FHB 24x220 X X 25.0 12.0 9.5 7.5Upat UMV Vario injection anchor UMV Vario 60 M10 X X 5.0 1.5 - - 3253/02911-1
(02.05.2001)cracked
andnon-
cracked concrete
UMV Vario 80 M12 X X 7.0 4.0 2.5 -
UMV Vario 100 M12 X X 7.0 4.0 2.5 -
UMV Vario 125 M16 X X 15.0 7.0 5.0 4.0
UMV Vario 170 M20 X X 20.0 9.5 7.0 5.0
UMV Vario 220 M24 X X 25.0 12.0 9.5 7.5fi scher Zykon bolt anchor FZA FZA M6 X 1.0 0.5 0.35 0.25 3277/0531-1
(23.11.2001)cracked
andnon-
cracked concrete
FZA M8 X 1.5 0.8 0.5 0.4 X
FZA M10 X 4.5 2.2 1.3 0.9 X X
FZA M12 X 8.5 3.5 2.0 1.5 X X
FZA M16 X 13.5 6.5 4.0 3.0 X X
FZA M6 A4/C X X 2.1 1.2 0.85 0.7
FZA M8 A4/C X X 10.0 4.0 1.8 1.0 X
FZA M10 A4/C X X 18.0 7.0 3.5 2.0 X X
FZA M12 A4/C X X 22.0 9.0 5.0 3.5 X X
FZA M16 A4/C X X 24.0 12.0 7.5 6.0 X Xfi scher Zykon through anchor FZA-D FZA M8 D X 1.5 0.8 0.5 0.4 3277/0531-1
(23.11.2001)X cracked
andnon-
cracked concrete
FZA M10 D X 4.5 2.2 1.3 0.9 X X
FZA M12 D X 8.5 3.5 2.0 1.5 X X
FZA M16 D X 13.5 6.5 4.0 3.0 X X
FZA M8 D A4/C X X 10.0 4.0 1.8 1.0 X
FZA M10 D A4/C X X 18.0 7.0 3.5 2.0 X X
FZA M12 D A4/C X X 22.0 9.0 5.0 3.5 X X
FZA M16 D A4/C X X 24.0 12.0 7.5 6.0 X X
* Detailed information about test reports and approvals please refer to: www.fischer.de/Befestigungssysteme/Produkte/Produktgruppe ... (Download possible)** The fire rating test report for the fischer Highbond anchor FHB II is in progress. Please contact the responsible fischer representation in your country (see chapter
“Service/Contact” page 462 et seqq.
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Designation Anchor type Material Max. permissible loads in case of fi re [kN] Test report approval
No. *
Certifi -cate
Application
zincplated
A4 C(1.4529)
F 30 F 60 F 90 F 120 VDS FM
Tension load
Shear load
Tension load
Shear load
Tension load
Shear load
Tension load
Shear load
fi scher Zykon internally threaded anchor FZA-I
FZA M6 I X 1.0 - 0.5 - 0.35 - 0.25 - 3277/0531-1(23.11.2001)
cracked andnon-
cracked concrete
FZA M8 I X 1.5 - 0.8 - 0.5 - 0.4 - X
FZA M10 I X 4.5 - 2.2 - 1.3 - 0.9 - X X
FZA M12 I X 8.5 - 3.5 - 2.0 - 1.5 - X X
FZA M6 I A4/C X X 2.1 - 1.2 - 0.85 - 0.7 -
FZA M8 I A4/C X X 10.0 - 4.0 - 1.8 - 1.0 - X
FZA M10 I A4/C X X 18.0 - 7.0 - 3.5 - 2.0 - X X
FZA M12 I A4/C X X 22.0 - 9.0 - 5.0 - 3.5 - X Xfi scher Zykon hammerset anchor FZEA FZEA 10x40 M8 X X - - 0.7 - - 23 0663 6
95-1(vom
11.11.1996und
14.09.1999)
X cracked andnon-
cracked concrete
FZEA 10x40 M10 X X - - 1.0 - - X X
FZEA 10x40 M12 X X - - 1.5 - - X
fi scher Anchor bolt FAZ FAZ 8 II X 1.25 1.8 1.2 1.6 0.9 1.3 0.8 1.2 PB III / B-05-001 of
10.02.05
X cracked andnon-
cracked concrete
FAZ 10 II X 2.25 3.6 2.25 2.9 1.9 2.2 1.6 1.9 X X
FAZ 12 II X 4.0 6.3 4.0 4.9 3.2 3.5 2.8 2.8 X X
FAZ 16 II X 9.4 11.7 7.7 9.1 6.0 6.6 5.2 5.3 X X
FAZ 8 A4/C X X 1.7 - 1.7 - 1.7 - 1.7 - PB III/B-02-316
(31.01.2003)
X cracked andnon-
cracked concrete
FAZ 10 A4/C X X 2.5 - 2.5 - 2.5 - 2.5 - X X
FAZ 12 A4/C X X 4.5 - 4.5 - 4.5 - 4.5 - X X
FAZ 16 A4/C X X 8.0 - 8.0 - 8.0 - 8.0 - X Xfi scher High performance anchor FH FH 10 B / S / H X 0.4 - 0.4 - 0.4 - - 3355/0530-2
(25.05.2000)cracked
andnon-
cracked concrete
FH 12 B / S / H / SK X 0.6 - 0.6 - 0.6 - - X X
FH 15 B / S / H / SK X 1.5 - 1.5 - 1.5 - - X X
FH 18 B / S / H X 2.0 - 2.0 - 2.0 -- - X X
FH 24 B / S / H X 4.5 - 4.5 - 4.0 -- - X Xfi scher Concrete screw FBS FBS 8 X - - 0.8 - 0.8 - 902 070 000
(25.06.2002)cracked
andnon-
cracked concrete
FBS 10 X - - 1.0 - 1.0 -
FBS 10 A4/C X X - - 1.5 - 1.5 -
fi scher Hollow-ceiling anchor FHY FHY M6 X 1.0 - 0.45 - 0.28 - 0.2 - 3566/3321(21.06.2002)
only for prestressed hollow-core
concrete slabs
FHY M9 X 1.6 - 1.0 - 0.75 - 0.6 - X
FHY M10 X 2.5 - 1.65 - 1.3 - 1.1 - X
* Detailed information about test reports and approvals please refer to: www.fischer.de/Befestigungssysteme/Produkte/Produktgruppe ... (Download possible)
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6.10.1.2 Applications in non-cracked concrete further anchor types compare section 6.1.1.1
Designation Anchor type Material Max. permissible loads in case of fi re [kN] Test report approval No. *
Certifi cate Application
zincplated
A4 C(1.4529)
F 30 F 60 F 90 F 120 VDS FM
fi scher Bolt FBN FBN 8 X 0.5 0.5 0.5 - 3355/0530-4(23.06.2000)
non-cracked concrete
FBN 10 X 1.3 1.3 1.3 -
FBN 12 X 1.8 1.8 1.8 -
FBN 16 X 4.0 4.0 4.0 -
FBN 20 X 7.0 7.0 7.0 -Upat EXA Express anchor EXA M8 X 0.8 0.8 0.7 0.5 3268/1095-3
(21.02.1996)X non-
cracked concrete
EXA M10 X 0.8 0.8 0.8 0.8 X
EXA M12 X 0.8 0.8 0.8 0.8 XUpat UPM 44 Chemical mortar UPM 44 M8 X 1.9 0.8 0.3 0.15 3253/0291-3
(10.01.2002)non-
cracked concrete
UPM 44 M10 X 4.5 2.1 1.0 0.6
UPM 44 M12 X 8.5 3.6 2.1 1.5
UPM 44 M16 X 13.5 6.4 4.0 3.0
UPM 44 M20 X 21.0 10.0 6.0 4.5
UPM 44 M24 X 30.0 14.0 9.0 6.5
UPM 44 M30 X 45.0 22.0 14.0 10.0
UPM 44 M8 A4/C X X 4.3 0.8 0.3 0.15
UPM 44 M10 A4/C X X 7.5 2.1 1.0 0.6
UPM 44 M12 A4/C X X 11.0 5.7 3.9 3.0
UPM 44 M16 A4/C X X 25.0 10.0 5.8 4.0
UPM 44 M20 A4/C X X 32.0 15.0 9.0 6.0
UPM 44 M24 A4/C X X 45.0 22.0 13.0 9.0
UPM 44 M30 A4/C X X 70.0 35.0 20.0 14.0fi scher Injection mortar FIS V FIS G M8 X 1.9 0.8 0.3 0.15 3038/8141-3
(10.01.2002)non-
cracked concrete
FIS G M10 X 4.5 2.1 1.0 0.6
FIS G M12 X 8.5 3.6 2.1 1.5
FIS G M16 X 13.5 6.4 4.0 3.0
FIS G M20 X 21.0 10.0 6.0 4.5
FIS G M24 X 30.0 14.0 9.0 6.5
FIS G M30 X 45.0 22.0 14.0 10.0
FIS G M8 A4/C X X 4.3 0.8 0.3 0.15
FIS G M10 A4/C X X 7.5 2.1 1.0 0.6
FIS G M12 A4/C X X 11.0 5.7 3.9 3.0
FIS G M16 A4/C X X 25.0 10.0 5.8 4.0
FIS G M20 A4/C X X 32.0 15.0 9.0 6.0
FIS G M24 A4/C X X 45.0 22.0 13.0 9.0
FIS G M30 A4/C X X 70.0 35.0 20.0 14.0fi scher Universal frame fi xing FUR FUR 10 1) X X 1.6 - 0.8 - 3705/4711
(23.11.2001)non-
cracked concrete
FUR 10 2) X X 1.6 - 1.4 0.8
FUR 10 3) X X 1.6 - 1.6 0.8
* Detailed information about test reports and approvals please refer to: www.fischer.de/Befestigungssysteme/Produkte/Produktgruppe ... (Download possible)1) Angle of load 10°2) Angle of load 70°3) Angle of load 90°
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6.10.1.3 Fixings for lightweight suspended ceilings or statically comparable redundant applications
Designation Anchor type Material Max. permissible loads in case of fi re [kN] Test report approval No. *
Certifi cate Application
zincplated
A4 C(1.4529)
F 30 F 60 F 90 F 120 VDS FM
fi scher Concrete screw FBS FBS 5 X - - 0.2 0.2 902 070 000(25.06.2002)
Suspended ceilingsFBS 6 X - - 0.5 0.3
FBS 8 X - - 0.8 0.8fi scher Ceiling nail FDN FDN 6/35 X - 0.4 0.25 Z-21.1-1731
(05.07.2002)Suspended
ceilingsFDN 6/65 X - 0.4 0.25
fi scher Nail anchor FNA FNA 6x30 X X X - - 0.25 0.25 Z-21.1-606(03.04.2002)
Suspended ceilingsFNA 6x30 M6 X X X - 0.35 0.25 -
FNA 6x30 M8 X X X - 0.35 0.25 -
FNA 6x40 M6 X X X - 0.5 0.25 -
FNA 6x40 M8 X X X 0.5 0.25 -fi scher hammerset anchor EA EA M6 1) X - - - 0.1 Z-21.1-1619
(01.01.1998)Suspended
ceilings and non-cracked concrete
EA M8x40 X - - 0.8 0.7 X
EA M10 X - - 0.8 0.8 X X
EA M12 X - - 0.8 0.8 X X
* Detailed information about test reports and approvals please refer to: www.fischer.de/Befestigungssysteme/Produkte/Produktgruppe ... (Download possible)1) GU III/B-02-035 (vom 12.08.2002)
6.10.1.4 Fixings for masonry
Designation Anchor type Material Max. permissible loads in case of fi re [kN] Test report approval No. *
Certifi cate Application
zincplated
A4 C(1.4529)
F 30 F 60 F 90 F 120 VDS FM
fi scher Injection mortar FIS V FIS V M8 X X 1.91) 0.81) 0.51) 0.41) 3355/0530-5(21.05.2001)
Masonry
FIS V M10 X X 4.01) 1.81) 1.01) 0.71)
FIS V M12 X X 5.01) 2.71) 1.51) 1.01)
Upat UPM 44 Chemical mortar UPM 44 M8 X X 1.91) 0.81) 0.51) 0.41) 3354/0520-5(21.05.2001)
Masonry
UPM 44 M10 X X 4.01) 1.81) 1.01) 0.71)
UPM 44 M12 X X 5.01) 2.71) 1.51) 1.01)
* Detailed information about test reports and approvals please refer to: www.fischer.de/Befestigungssysteme/Produkte/Produktgruppe ... (Download possible)
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6.10.2 Fixings for claddings
Designation Anchor type Material Max. permissible loads in case of fi re [kN] Test report approval No. *
Certifi cate Application
zincplated
A4 C(1.4529)
F 30 F 60 F 90 F 120 VDS FM
fi scher Universal frame fi xing FUR FUR 8 X X - - 0.8 - Z-21.2-1204(10.04.2000)
Claddings
FUR 10 X X - - 0.8 -
fi scher Longshaft fi xing SXS SXS 10 X X - - 0.8 - Z-21.2-1695(23.03.2001)
Claddings
fi scher Frame fi xing S-R S 8 R X X - - 0.51) - Z-21.2-9(02.08.2000)
Claddings
S 10 R X X - - 0.81) -
S 12 R X X - - 1.01) -
S 14 R X X - - 1.21) -fi scher Frame fi xing S-H-R S 10 H-R X X - - 0.42) - Z-21.2-9
(02.08.2000)Claddings
S 14 H-R X X - - 0.62) -
* Detailed information about test reports and approvals please refer to: www.fischer.de/Befestigungssysteme/Produkte/Produktgruppe ... (Download possible)1) Values valid for concrete: for other materials refer to approval certificate2) Values valid for hollow calcium silicate bricks (KSL): for other materials refer to approval certificate
6.10.3 Fire test according to ZTV-Tunnel
Designation Anchor type Material Max. centric tensile load Test report approval No. *
Certifi cate Application
zincplated
A4 C(1.4529) [kN]
VDS FM
fi scher Highbond anchor FHB C FHB 12x100 C X 2.0 3038/8141-2(12.10.2001)
cracked andnon-
cracked concrete
FHB 16x125 C X 5.0
Upat UMV Vario injection anchor UMV Vario 100 M12 S
X 2.03253/0291-2(12.10.2001)
cracked andnon-
cracked concrete
UMV Vario 125 M16 S
X 5.0
fi scher Anchot bolt FAZ FAZ 8C X 1.2 PB III/B-04-289(04.08.2003)
cracked andnon-
cracked concrete
FAZ 10C X 2.3
FAZ 12C X 3.2
FAZ 16C X 6.2fi scher Nail anchor FNA FNA 6x30 A4 X 0.25 3439/5843
(04.08.2003)fi re-
proofi ng panels
6.10.4 Post-installed rebar connections with Injection mortar FIS VFor detailed information see pages 430 and 431.
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6.11. References
/1/ 25. VDS- Brandschutzseminar (Seminar Fire protection), 24./25. 3. 1998 in Cologne (in German)
/2/ Tunnelbrandversuch (Tunnel fi re test 2001), unpublished presentation, fi scher group of companies (in German)
/3/ VdS Fachtagung „Brandschutz aktuell“ (Seminar „Fire Protection Actual“), 21.10.97 in Cologne (in German)
/4/ Allgemeine bauaufsichtliche Zulassung fi scher Einschlaganker (German Appro-val for fi scher Hammerset anchor EA), Z-21.1-16-19 (in German)
/5/ Herzog, I.: DIBt, Informationen zur Ein-führung des europäischen Klassifi zie-rungssystems für den Brandschutz (im nichtamtlichen Teil der Bauregelliste) (Information on the introduction of the European classifi cation system for the fi re protection (in non-offi cial part of the construction regulatory list)) (in German)
/6/ Nause, P.: INK-Bau-Fachtagung 153 (IBK-Building-Seminar 153), 14./15. 10. 1992 (in German)
/7/ Bergmeister K., Rieder A.,: Behaviour of post-installed anchors in case of fi re. Connections between steel and conc-rete, Stuttgart, 12.09.2001
/8/ fi scher, Technical Handbook, 4. edition 2001
/9/ DIN 4102 Teil 4, Ausgabe 1994 (in German)
/10/ Reick, M.: Brandverhalten von Befes-tigungen mit großem Randabstand in Beton bei zentrischer Zugbeanspru-chung (Fire behaviour of fastenings with large edge distance in concrete under tensionload), Mitteilungen des Instituts für Werkstoff e im Bauwesen der Universität Stuttgart, 2001/4 (in German)
/11/ Euronorm EN 10088-3d
/12/ Sgodzai, H. (2003) Schreiben vom 07.02.2003 an den Fachverband Baustoff e und Bauteile für vorgehängte, hinterlüftete Fassaden e. V.
Fire Safety in the Fixing Technology
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Corrosion
7.1 Basic principles ................................................................... 452
7.2 Types of corrosion .............................................................. 452
7.3 Corrosion protection ......................................................... 453
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7.1 Basic principles
With the exception of noble metals such as gold, silver and platinium, all metal materials subjected to various atmospheric conditions react with oxygen. As a result of this reaction two phenomena occur.
1. The products of this reaction form an ini-tial oxydized layer on the surface preventing further corrosion. Thus forming a passivated layer protecting the material from further negative infl uencees. Due to this mechanism metals with a less noble characteristic are very quickly oxydized through contact with the air and therefore have a very good long term durability. Typical examples are aluminium, chromium and titanium.
2. The products of this reaction are porous and do not form a protective layer against oxygen, water or carbon dioxide. This results in a continuing corrosion process which leads to complete break down of the material. An example of this mechanism is rust due to cor-rosion of iron in the air.
Metals referring to 1. do not require additional corrosion protection. Carbon steels as descri-bed in 2. require additional protection against atmospheric attack in order to sustain their long term performance.
7.2 Types of corrosion
I. Surface corrosion
The material‘s surface is continually in contact with the corrosive medium and corrodes at
a constant rate. The rate of corrosion can be estimated over a certain duration of time and therefore can be considered in the overall life expectancy of the material. The best kown example of this type of corrosion is zinc and air.
II. Load corrosion - pitting and crevice cor-rosion
Pitting occurs when the surface passivation (e. g. aluminium or stainless steel) is damaged. In the region of the initial attack very aggressive zones are formed from which further damage of the material occurs. Also as in the above example when cracks or deposits are found localized electrolytes lead to very extreme corrosion.
III. Bimetallic corrosion
Bimetallic corrosion may occur when the dissimilar metals (Table 7.1) are in electrical contact in a common electrolyte (e. g. rain, condensation etc.). If a current fl ows between the two, the less noble metal (the anode) cor-rodes at a faster rate than would have occured if the metals were not in contact.
Alternativelly nobler metals can be protected from corrosion by connecting them electri-cally conductive to a less noble metal (typical examples are aluminium anodes for steel parts).
IV. Stress corrosion cracking
With stress corrosion cracking the agressive medium is insuffi cient for the products of
Table 7.1 Potential (in [V]) of various metals
Aluminium Titanium Zinc Chromium Iron Tin Copper Silver Gold
–1.66 –0.95 –0.76 –0.74 –0.41 –0.14 +0.34 +0.80 +1.50
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corrosion to occur. A simultaneous presence of tensile stresses and specifi c environmental factors are required for this process to occur. The stresses can be due to external or internal imposed loading. Stress corrosion cracking is extremely dangerous as visible indication is not possible and therefore can lead to a spon-taneous failure. A common form of this type of corrosion is where austenitic stainless steel is found in chlorine contaminated atmospheres such as indoor swimming pools.
7.3 Corrosion protection
Two basic measures are available for the pro-tection of materials which may be subjected to corrosion.
1. With suitable surface treatments of the material an attack of the corrosive medium is prevented. Examples of corrosion protections of steel are coatings and zinc plating or hot-dip galvanising. These methods are examples of economical protective coatings. The long term protection can only be achieved so long as no surface damage occurs.
2. Choosing materials that prevent the onset of corrosion is more eff ective than additional protective coatings. A popular measure is to add chromium or molybdenium. These addi-tional materials insure long term performance even in severe conditions.
Subject to the installation environment steel anchors may be protected from corrosion by various means. fi scher uses two standard protective coatings and further corrosion prohibitive materials which are suffi cient for diff erent applications. Should other national regulations exist in your country these must be taken into consideration as well.
I. Zinc plating
Due to the atmospheric conditions zinc forms a dense layer on the surface which provides further protection. In the electro-potential
table (compare Table 7.1) zinc is found to have a considerably higher negative potential than iron i. e. zinc is the lesser noble of the two materials. These two phenomena make zinc an ideal corrosion protection partner for iron (technical: steel). This dense coating prevents the direct contact of the corrosive medium on steel. The lesser noble character of zinc off ers a so-called cathodic protection with a self „healing“ eff ect. Suffi cient corrosion pro-tection is achieved even with small areas of damage of the coating.
a) Galvanised zinc plating
Galvanising is carried out by an electro-chemi-cal process where a thin zinc layer is attached to the steel component. By controlling certain reaction parameters (e. g. pH-Value, tempera-ture, concentration...) a defi nite characteristic in particular the coating thickness is possible. The type of passivation dictates the long term stability of the total coating. The darker the colour the better the protection.
fi scher products have a minimum zinc plating 5 µm and yellow or blue passivation. This pro-vides suffi cient protection for transportation even in unfavourable conditions, also for long term protection for internal applications.
b) Hot-dip galvanising
Electro-chemical galvanising produces thick-nesses of maximum 15 to 20 µm. For greater thicknesses where higher corrosion protec-tion is required, further processes should be considered.
Generally to provide greater coating thickness (up to 80 µm, in certain cases more) the steel componets are dipped into liquid zinc (mel-ting point 420 °C). Further treatments are not required and therefore the product may be used for the application. In certain cases due to capilliary action, zinc is collected in areas such as threads <10 mm which may infl uence the functioning of the anchor. For these situ-
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ations mechanical zinc plating (e. g. sheradi-zing, Mc-Dermid-method) is used. Using this process provides similar coating thickness and thus similar protection as hot-dip galvanising. Negative collection of zinc by using this pro-cess is avoided. Hot-dip galvanised products can be used for external applications with reduced corrosion requirements. This provides an economical alternative to stainless steels.
All fi scher products with hot-dip galvanising have a minimum coating thickness of 40 µm.
II. Corrosion resistant steels
a) Austenetic stainless steels As long term corrosion-free material the construction industry uses a stainless steel grade 316 (A4) such as the material number 1.4401 or 1.4571 and 1.4404 (Table 7.2) off ering optimum corrosion protection for general environmental conditons and also industrial atmospheres.
fi scher standard products in stainless steel are available in the material number 1.4401 (grade 316, classifi cation A4, DIN EN10 088). Further stainless steels are available on request, e. g. material number 1.4571 and 1.4404.
The materials described above are not sui-table for chlorine contaminated atmospheres or off -store applications.
b) Special alloying metals
Should austenetic standard stainless steels not provide suffi cient corrosion protection, special materials may be considered. Examples of where the previously described A4 stainless steels are unsuitable are chlorine contamina-ted atmospheres, traffi c tunnels, power sta-tions or water works. For applications such as these the fi scher Technical services department can provide specifi c details for special applications. Examples are solutions for fi xings in indoor swimming pools (chlorine contaminated atmosphere), using the follo-wing material numbers 1.4529 or 1.4565 or titanium anchors for power stations.
Table 7.2:Alloying constituents of selected austenic stainless steels (all values in percentages)
Cr Ni Mo Ti N
1.4401 X5 Cr Ni Mo 17 12 2 16.5 – 18.5 10.5 – 13.5 2 – 2.5 – —
1.4404 X2 Cr Ni Mo 17 13 2 16.5 – 18.5 11 – 14 2 – 2.5 – —
1.4571 X6 Cr Ni Mo Ti 17 12 2 16.5 – 18.5 10.5 – 13.5 2 – 2.5 <0.8 —
1.4529 X1 Cr Ni Mo Cu N 25 206 19 – 20 24 – 26 6 – 7 – 0.1 – 0.25
1.4565 X2 Cr Ni Mo N 23 17 64 21 – 25 15 – 18 3 – 4.5 — 0.3 – 0.5
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Service / Contact
International Technical Service (Support) ............................... 456
CC-COMPUFIX ................................................................................ 457
SaMontec ........................................................................................ 458
ACT .................................................................................................... 459
Contact ............................................................................................. 460
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International Technical Service (Support)
This Technical Manual gives you some insight into fi xing engineering in general, and into the special products by fi scherwerke in detail. The Technical Data will show you the effi ciency of the products when selected properly and when used under the defi ned parameters and ambient conditions.
Besides their COMPUFIX design software, fi scherwerke also off er you their world-wide application service. Our engineers will be ple-ased to help you to solve your special appli-cation problems. If you need support just contact our local fi scher representation. In case of a special application problem please contact the International Technical Service in Germany.
We also off er training seminars which, suited to your individual needs and requirements, are designed to back your confi dence in fi scher products.
Contact us:
fi scherwerkeArtur FischerGmbH & Co.KG
Phone +49 74 43 12-41 99Fax +49 74 43 12-89 89 e-mail: intsupport@fi scher.de
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CC-COMPUFIXDesign Software for anchors
▯ For design of steel and nylon anchors based on the CC-Method according to the fi scher Technical Handbook and European Technical Approvals
▯ For predominantly static and dynamic loads (pulsating and alternating)
▯ Takes into account torsion moments on anchor groups close to an edge
▯ Considers single anchors and groups of two to six anchors
▯ Allows the design of asymmetrical con-nections
▯ Permits bending of the anchors
▯ Covers design of zinc plated and passiva-ted steel, stainless steel A4 (grade 316) and highly corrosion-resistant steel (mate-rial no 1.4529)
▯ Allows the design of the fi xture (steel plate) for diff erent steel types considering various types of profi les
▯ Gives information on installation details and makes the full text of European Tech-nical Approvals available
▯ Generates a detailed printout including a scaled drawing of anchors and steel plate
▯ Off ers the most up-to-date version through LifeUpdate
System requirements:
▯ IBM compatible PC, recommended: Pen-tium processor
▯ RAM: 32 MB
▯ Graphics board: True colour (24 bit)
▯ Minimum screen size: 800 x 600 pixel
▯ CD-Rom drive
▯ Operating system: Windows 98/2000, XP, Windows NT 4.0 (SP6), Internet Explorer 4
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Ins tal lat ionsys tems
Pipe support system for the installati-on and mounting of pipes in commer-cial, industrial and residential buildings
Channels
Installationgrid
Pipe clamps
fi scher SaMontec 3.1 design software
▯ Calculations for the complete installation of pipe work systemes
▯ Accurate dimension calculations for diff erent applications
▯ Technical installation dimensions for the fi scher SaMontec system (pipe clips, bars etc.)
▯ All the entered data is processed using the actual values
▯ Continuous backround calculations are permanently
carried out to ensure overall accuracy
▯ An individual project directory available
▯ Live internet access facility to update current programmes
▯ Multi-language facility to calculate in one language and print in another
fi scher Installation Grid System –Flexible installation choices for positioning machinery and equipment
▯ By using the fi scher SaMontec Grid, a separate installation level can be constructed above the work space
▯ Fast installation, low assembly costs
▯ Highly fl exible choices and options for changing machine layout
▯ User friedly media
▯ New viewing facility to aid optical designs
▯ Designed to support future alternations to the existing grid systm
▯ Design, planning and creation is supported by qualifi ed engineers from the technical sales support departement
Service / Contact
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fi scher ACT system – the key to new façade aesthetics
With its ACT System (Advanced Curtain wall Technique), fi scher off ers architects and spe-cifi ers an innovative, high-quality, all-inclusive system for fi xing ventilated claddings of natu-ral stone, cast stone, ceramic, fi ne stoneware, HPL, fi bre cement as soon as point-fi xed glass facades.
Apart from technical and fi nancial advantages, the ACT System also provides a
particularly extensive scope for architectural design. For example, ACT allows the use of facade natural stone panels from 20 mm in thickness, free positioning of the anchor anywhere on the back face of the panel and easy replacement of all or individual panels. Even reveal panels can be attached with ease and in many diff erent ways. ACT’s aesthetic highlight is its undercut technology combi-
ned with the FZP fi scher zykon panel, which ensures that there are no visible fi xing ele-ments at the joint. Small fi xing point diameter without penetration of cladding.
Complete service from a single source The ACT System is not restricted to innovative fi xing products
– this is only the start. Fixing specialists at the ACT Competence Centres off er architects, specifi ers and crafts-men comprehensive support, from the plan-ning stage and static calculations through to on-time delivery to the site. Their service also includes provision of design software and instruction for users, as well as advice in selecting the appropriate fi scher drilling machines.
ACT Service:fi scherwerke Artur Fischer GmbH & Co. KGWerk Salzstetten · Wolfäcker 1D-72178 Waldachtal · GermanyTel. +49 74 43 12-45 53 Fax +49 74 43 12-49 07act@fi scher.de · www.fi scher.de
A C TAdvanced Curtain wall Technique
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fi scherwerkeArtur Fischer GmbH & Co. KGD – 72178 WaldachtalTel. +49 74 43 12 – 0 Fax +49 74 43 12 – 42 22www.fi scherwerke.com
AFGHANISTANIngenieurbüro Kabiri, Kehl (Germany)Tel. +49 78 51 48 23 44 Fax +49 78 51 48 39 43e-mail: [email protected]
ALBANIAin the area of responsibility from fi scher Austria GmbH
ALGERIAHaddad Equipment Professional, AlgierHaddad Equipment Professional, AlgierTel.: +21 3 21 85 49 05Tel.: +21 3 21 85 49 05
ARGENTINAfi scher Argentina S. A., Buenos AiresTel. +54 11 47 62 27 78 Fax +54 11 47 56 13 11e-mail: soledadlessi@fi scher.com.ar
AUSTRALIAMetabo Pty Ltd., ScoresbyTel. +61 3- 97 65 01 99 Fax +61 3 97 65 01 89e-mail: [email protected]
AUSTRIAfi scher Austria GmbH, TraiskirchenTel. +43 2 25 25 37 30 Fax +43 2 25 25 31 45e-mail: birgit.magdits@fi scher.at
BAHAMASM. + R. Herzog, NassauTel. +12 4 23 25 05 07 Fax +12 4 23 2 48 92
BAHRAINM.H. Al Mahroos BSC (c)Tel. +97 3 17 40 80 60 Fax +97 3 17 40 43 23e-mail: [email protected]
BANGLADESHAbedin Equipment Ltd., DhakaTel. +88 02 9 55 96 31 Fax +88 02 9 56 06 80e-mail: [email protected]
BARBADOSD.B.W. Incorporated, BridgetownTel. +12 4 64 29 40 83 Fax +12 4 64 30 47 01
BELGIUMfi scher cobemabel s. a., MechelenTel .+32 15 28 47 00 Fax +32 15 28 47 10e-mail: info@fi scherbelgium.be
BOSNIA-HERZEGOVINAin the area of responsibility from fi scher Austria GmbH
BRAZILfi scher brasil, Rio de JaneiroTel. +55 21 24 67 87 96 Fax +55 21 24 67 11 30e-mail: soledadlessi@fi scher.com.ar
Böllhoff Service Center Ltda., Sao PauloTel. +55 11 69 71 59 00 Fax +55 11 69 71 59 40e-mail: markus.bollhoff @netpoint.com.br
BULGARIAin the area of responsibility from fi scher Austria GmbH
CANADACanadian Fasteners Hegedus Ltd., MontrealTel. +15 14 3 81 34 31 Fax +15 14 3 81 36 88e-mail: [email protected]
Wm. P. Sommerville Ltd., BurnabyTel. +16 0 42 98 36 22 Fax +16 0 42 98 59 26
CHILEAmerican screw de Chile S.A., SantiagoTel.: +56 24 40 70 40 Fax: +56 24 40 70 42e-mail: [email protected]
Service / Contact
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CHINAfi scher (Taicang) fi xings Co. Ltd., ShanghaiTel. +86 21 65 15 64 76 Fax +86 21 61 22 15 89e-mail: fi cn@fi scher.com.cn
CROATIAin the area of responsibility from fi scher Austria GmbH
CYPRUSPhanos N. Epiphaniou Ltd., Pallouriotissa NicosiaTel. +35 7 22 79 33 33 Fax +35 7 22 43 15 34e-mail: [email protected]
CZECH REPUBLICfi scher international s.r.o., Brandýs nad LabemTel. +42 03 26 90 46 01 Fax +42 03 26 90 46 00e-mail: josef.sirinek@fi scherwerke.cz
fi scher Vyskov spol. s.r.o., Ivanovice na HaneTel. +42 05 17 36 39 25 Fax +42 05 17 36 31 68e-mail: info@fi scher-vyskov.cz
DENMARKfi scher a/s, RoskildeTel. +45 46 32 02 20 Fax +45 46 36 67 72e-mail: fi dk@fi scher-skandinavien.dk
ESTONIAIndustek AS, TallinTel. +37 26 14 02 60 Fax +37 26 14 02 61e-mail: [email protected]
Satter AS, TallinTel. +37 26 51 76 41 Fax +37 26 56 34 75e-mail: [email protected]
Rautakesko AS, TallinTel. +37 26 74 79 35 Fax +37 26 74 79 10e-mail: [email protected]
EGYPTModern Machines & Materials Co., Cairo-CityTel. +20 23 03 02 51 Fax +20 27 49 34 36e-mail: [email protected]
FINLANDfi scher Suomi sivulike, EspooTel. +35 8 94 52 01 00 Fax +35 89 45 20 10 20e-mail: jorma.makkonen@fi scherfi nland.fi
FRANCEfi scher S.A.S., Strasbourg–CedexTel. +33 3 88 39 18 67 Fax +33 3 88 39 80 44e-mail: info@fi scher.fr
GREAT BRITAINFischer fi xings UK Ltd., WallingfordTel. +44 14 91 82 79 00 Fax +44 14 91 82 79 53e-mail: info@fi scher.co.uk
GREECEFilpro Anthopoulos S. A., PiraeusTel. +30 21 04 81 10 64 Fax +30 21 04 81 26 88e-mail: anthopoulus@fi lpro.gr
Antzoulatos Group of Companies, PatraTel. +30 26 10 52 51 07 Fax +30 26 10 52 54 85e-mail: [email protected]
GUATEMALAFijaciones S.A. Tel.: +50 23 60 74 06 Fax.: +50 23 32 23 02 e-mail: [email protected]
HONDURASPrecursora Comercial, S. de R.L., San Pedro SulaTel. +50 45 59 73 84 e-mail: [email protected]
HONG KONGInfrascan Limited, Chai WanTel. +85 2 28 98 26 68 Fax +85 2 28 98 23 38e-mail: [email protected]
HUNGARYfi scherwerke Artur Fischer GmbH & Co. KG, BudapestTel. +36 12 80 83 31 Fax +36 12 80 83 29e-mail: fi scher.ma@fi scherhungary.axelero.net
Service / Contact
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ICELANDByko, KopavogurTel. +35 45 15 40 88 Fax +35 45 15 40 99e-mail: [email protected]
INDIAMotor Industries Co. Ltd., BangaloreTel. +91 8 02 99 21 38 Fax +91 8 02 21 37 06e-mail: [email protected]
INDONESIAPt. Bersama Bangun Persada, JakartaTel. +62 21 46 82 70 16 Fax +62 21 46 83 47 70e-mail: [email protected]
IRANAbzarsara Co., TeheranTel. +98 21-8 82 84 20 Fax +98 21-8 30 14 86e-mail: [email protected]
IRELANDMasonry Fixing Servervices Ltd., DublinTel. +35 3 16 26 83 91 Fax +35 3 16 26 34 93e-mail: bryan@masonryfi xings.ie
ISRAELLedico Ltd., HolonTel. +97 2 39 63 00 00 Fax +97 2 39 63 00 55e-mail: [email protected]
ITALYfi scher italia S . R. L., Padova - Z. I. Sud Tel. +39 04 98 06 31 11 Fax +39 04 98 06 33 95e-mail: debora.sinnone@fi scheritalia.it
JAPANMinegishi Co. Ltd., OsakaTel. +81 6 64 58 71 61 Fax +81 6 64 58 71 65e-mail: [email protected]
JORDANIzzat Marji & Sons Co., AmmanTel. +96 2 65 52 02 84 Fax +96 2 65 52 02 94e-mail: [email protected]
KAZAKHSTANZentr. Krepyoshnych Materialov, AlmatyTel. +73 2 72 59 74 84 Fax +73 2 72 59 74 85e-mail: [email protected]
Lamed Ltd., AlmatyTel. +73 2 72 49 26 00 Fax +73 2 72 49 65 60e-mail: [email protected]
KOREAfi scher Korea Co., Ltd., SeoulTel. +82 2 37 80 46 92 Fax +82 27 96 46 92e-mail: fi [email protected]
KUWAIT M/S Safi na Al Najjat Co., SafatTel. +96 54 81 87 86 Fax +96 54 81 83 85e-mail: safi [email protected]
LATVIASia Indutek LV, RigaTel. +37 17 80 49 49 Fax +37 17 80 49 48e-mail: [email protected]
LEBANONTeam-Pro S. A. L., BeirutTel. +96 11 24 90 88 Fax +96 11 24 90 98e-mail: [email protected]
LITHUANIAUAB Augrika, VilniusTel. +37 0 52 64 06 00 Fax +37 0 52 68 57 49e-mail: [email protected]
LUXEMBOURGHilger-Interfer, S.A., HowaldTel. +35 24 84 81 51 Fax +35 24 84 84 23 50e-mail: [email protected]
Service / Contact
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MALAYSIARobert Bosch (SEA) Pte. Ltd.Tel. +60 9 03 79 50 57 58 Fax +60 9 03 79 58 38 38e-mail: [email protected]
MALTANVC Trading, SiggiewiTel. +35 6 21 46 53 84 Fax +35 6 21 46 23 37e-mail: [email protected]
MAROKKOOUTIPRO, CasaTel. +24 77 21 24 36 34 Fax +24 77 21 40 82 34e-mail: [email protected]
MAZEDONIAin the area of responsibility from fi scher Austria GmbH
MEXICOUrrea Herramientas Profesionales S. A. de C. V., El SaltoTel. +52 33 36 88 01 60 Fax +52 3 33 68 80 64 45e-mail: [email protected]
Proset Mexicana S. A. de C. V., TlalnepantlaTel. +52 55 53 94 56 44 Fax +52 55 53 94 56 25e-mail: [email protected]
NETHERLANDSfi scher Benelux B.V., NaardenTel. +31 03 56 95 66 66 Fax +31 03 56 95 66 99e-mail: verkoop@fi scher.nl
NEW ZEALANDMetabo Pty. Ltd., ScoresbyTel. +61 3 97 65 01 99 Fax +64 13 97 65 01 89 e-mail: [email protected]
NORWAYBrenna A/S, OsloTel.: +47 22 60 62 95 Fax: +47 22 56 87 69 e-mail: [email protected]
OMANTechnical Supplies Est., Wadi Al KabirTel. +96 87 73 70 65 Fax +96 87 73 10 66e-mail: [email protected]
PAKISTANMunaf International, KarachiTel. +92 2 17 77 43 83 Fax +92 2 17 73 38 26e-mail: [email protected]
PERUFixa S.A., Callad Tel. +51 14 52 44 87 Fax +51 14 52 16 88 e-mail: fi [email protected]
PHILIPPINESBiondis International Trading, Sta Cruz - ManilaTel. +63 27 42 80 54 Fax +63 27 42 90 56e-mail: [email protected]
E.C. Daughson, Inc., Chezon CityTel. +63 29 27 35 70 Fax +63 29 27 35 67e-mail: [email protected]
POLANDfi scher Polska sp.z.o.o., KrakówTel. +48 1 22 90 08 80 Fax +48 1 22 90 08 88e-mail: pawel.Turek@fi scherpolska.pl
PORTUGALNeoparts, Lisboa Tel. +35 1 21 85 58 30 00 Fax +35 12 18 55 83 20 email: [email protected]
QATARGulf Incon W. L. L., DohaTel. +97 44 68 35 11 Fax +97 44 68 40 65e-mail: ganesh@gulfi ncon.com
ROMANIAS.C. Profi x S.R.L., Cluj-Napoca Tel. +40 2 64 26 66 73 Fax +40 26 41 30 30 03 e-mail.: fi [email protected]
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RUSSIAProfmontech, MoskvaTel. +70 9 59 55 28 05 Fax +70 9 59 55 28 06e-mail: [email protected]
Montech, MoskvaTel. +70 9 51 05 35 35 Fax +70 9 51 05 35 36e-mail: [email protected]
OOO Profstroikomplekt, MoskvaTel. +70 9 51 87 17 36 Fax +70 9 57 60 54 50e-mail: [email protected]
Zentr. Krepyoshnych Materialov, MoskvaTel. +70 9 57 87 47 74 Fax +70 9 52 86 08 59e-mail: zykon@fi scherwerke.ru
OOO AVIS, St. PetersburgTel. +78 1 27 71 15 65 Fax +78 1 23 27 04 67e-mail: [email protected]
SAUDI ARABIAE.A. Juff ali & Brothers, JeddahTel. +96 62 66 72 22 Fax +96 6 26 67 63 08e-mail: [email protected]
SERBIA-MONTENEGROin the area of responsibility from fi scher Austria GmbH
SINGAPURfi scher systems Asia Pte. Ltd., SingaporeTel. +65 67 88 69 55 Fax +65 67 88 63 55e-mail: enquiry@fi scherasia.com.sg
Patton Enterprise Pte. Ltd., SingaporeTel. +65 68 42 75 22 Fax +65 68 42 76 22e-mail: [email protected]
SLOVAKIAin the area of responsibility from fi scher located in the Czech Republic
SOUTH AFRICAUpat S.A. (Pty) Ltd., TroyevilleTel. +27 1 16 24 67 00 Fax +27 1 14 02 68 07e-mail: [email protected]
SPAINfi scher Ibérica S.A., Mont-Roig del CampTel. +34 9 77 83 87 11 Fax +34 9 77 83 87 70e-mail: tacos@fi scher.es
SWEDEN Essve Produkter AB, Ulricehamn Tel. +46 86 23 61 00 Fax +46 8 96 04 95 e-mail: [email protected]
Nordisk Kartro AB, Karlskoga Tel. +46 8 57 89 30 00 Fax +46 8 57 89 30 42 e-mail: [email protected]
SWITZERLANDSFS unimarket AG, HeerbruggTel. +41 7 17 27 51 91 Fax +41 7 17 27 54 99e-mail: [email protected]
SYRIAChahda for Trade, DamascusTel. +96 3 94 26 01 85 Fax +96 31 12 11 26 04e-mail: [email protected]
TAIWANSpeed United Corp., TaipeiTel. +88 62 22 90 02 60 Fax +88 62 22 98 44 99e-mail: [email protected]
Yih Sui Metals & Tools Corp., TaipeiTel. +88 62 25 92 25 76 Fax +88 62 25 95 46 75e-mail: [email protected]
THAILAND
Sri Siam Mongkol Co. Ltd., BangkokTel. +66 22 25 00 78 Fax +66 22 25 39 88e-mail: [email protected]
Service / Contact
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TUNISIA
TEG Tunisienne Èquipement General, TunisTel. +21 61 80 02 97 Fax +21 61 79 27 39e-mail: [email protected]
TURKEYBosch Sanayi ve Ticaret A.S., IstanbulTel. +90 21 23 35 06 90 Fax +90 21 23 46 00 48e-mail: [email protected]
UKRAINEfi scher fi xing systems Ltd., KievTel. +38 05 06 56 75 50 Fax +38 05 03 56 80 12e-mail: maikl@fi scherwerke.com.ua
UNITED ARABIC EMIRATESAl Naesar Trading, DubaiTel. +97 1 43 33 86 11 Fax +97 1 43 33 93 70e-mail: [email protected]
Metallic Building Materials L. L. C., DubaiTel. +97 1 42 89 43 94 Fax +97 1 42 89 40 14e-mail: [email protected]
USAfi scher America Inc., Auborn HillsTel. +1 24 82 76 19 40 Fax +1 24 82 76 19 41e-mail: ptrick@fi scherus.com
U.S. Anchor Corp., Pampano Beach FLTel. +1 95 47 82 22 21 Fax +1 95 47 82 24 99e-mail: [email protected]
Jack Moore Assoc., Worcester MATel. +1 50 88 53 39 91 Fax +1 50 87 93 98 64e-mail: [email protected]
UZBEKISTANSerikum Group,Ltd., TaschkentTel. +99 87 11 44 33 57 Fax +99 7 11 44 33 57e-mail: [email protected]
VENEZUELA77 Fixing Systems C.A., Caracas Tel. +58 21 25 76 63 08 Fax +58 21 29 19 81 62
Notes
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Design of anchors in accordance with the CC-Method
1 Introduction ......................................................................... 470
2 Scope of application .......................................................... 470
3 Basic principles ................................................................... 471
4 Partial safety factors ......................................................... 472
5 Tension load ........................................................................ 472
6 Shear load ............................................................................ 476
7 Combined tension and shear load .................................. 480
8 Additional requirements to substantiate the concrete component‘s capacitiy .................................... 481
References ........................................................................... 482
N
N
N
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1. Introduction
The load bearing capacity of fi xings is infl u-enced by numerous parameters. The most important of these is the concrete strength, the spacing to adjacent anchors and to free structural component edges and also the condition of the anchor substrate (non-cracked or cracked). Depending upon the direction of the acting load (tension load, shear load, combined tension and shear load), the eff ect of these can vary greatly. So, for example, the load capacity of anchors with no edge infl uence under axial tension load may be reduced to a greater extent due to cracks than with anchors subjected to shear loading. On the other hand a free edge has a greater eff ect on the capacity under shear load than under axial tension load.
Rather than individual parameters infl uencing the anchors‘ performance, a combination of these factors is decisive. This shall be empha-sized in the following example. With anchors installed with large axial spacings in high strength concrete subjected to tensile loads, normally steel failure occurs. Should the axial spacing be reduced, in the fi rst instance no noticeable eff ect occurs and the axial spacing has no eff ect on the load bearing capacity. However, when the axial spacing of adjacent
anchors becomes so small that the concrete failure load due to the intersecting of the break-out cones regardless of the high strength con-crete is less than the steel failure load, concrete failure occurs due to the reduction of spacing.
In order to gain optimum performance of the anchors and at the same time an economical design, it is necessary to distinguish between the load direction and mode of failure. The CC-Method (Concrete Capacity-Method) intro-duced in the following is based on a proposal in /1, 2/. It is described in detail in /3, 4/ and has been published in /5, 6/. Further dis-cussion has taken place in a task group of the CEB (Comité Euro-International du Béton) and has been published in a Bulletin d‘Information /7/. The current discussions suggest that this design concept will be internationally recogni-zed und used. For this reason it is introduced into the fi scher Technical Handbook.
2. Scope of application
The CC-method is recommended in the fi scher Technical Handbook for all undercut, torque-controlled steel expansion and resin bonded anchors. It can be used for single anchors, pairs and groups with 3, 4 or 6 anchors (fi xings with a substantial distance from the edge) as well as for single anchors,
a) b) c)
d) e)
Steel plate
Anchor
c<
10h1
ef
c 2 < 10 hef
c<
10h
1ef
<
Figure 1a: Fixings with substantial distance from the edge (all edge spacings ≧10 hef), that are covered by the CC-method
Figure 1b:Fixings close to the edge ( edge spacing > 10 hef), that are covered by the CC-method
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pairs and groups of 4 anchors (fi xings close to an edge). When at least one anchor has an edge spacing of less than 10 times the anchorage depth hef a close edge spacing exists (compare fi gures 1a and 1b).
3. Basic principles
The design for the limit state of resistance (load bearing capacity) can be done according to the following equation:
Sd ≦ Rd (1)
Where Sd is the value for the design action and Rd is the value of the design resistance. The load bearing capacity of the fi xing is suf-fi cient if the design action is equal or lower than the design resistance.
The design actions and the design resistance can be calculated in accordance with equati-ons (2) and (3).
Sd = γF ∙ S (2)
Rd = Rk / γM (3)
Where:S = Action (axial tension or shear)Rk = Characteristic load bearing capa-
city (5%-fractile) (e.g. characteristic tensile capacity NRk or characteris-tic shear capacity VRk)
γF = Partial safety factor for the loadγM = Partial safety factor for the material
propertiesWith axial tension, Sd is the design action NSd of the tensile load and with shear it is the design action VSd of the shear load. The design action of the tensile load (NSd) and shear load (VSd) respectively can be calcula-ted according to equation (2) by multiplying the acting tensile load (N) and shear load (V) respectively by the partial safety factor γF for
the load. For combined loading (tensile and shear load) the design according to equation (1) should be observed for both load direc-tions (tensile and shear) and additionally, an interaction equation must be used (equation (11), (11a) or (11b)).
The design resistances of the capacity are cal-culated for axial tension (NRd) and for shear load (VRd) for all modes of failure. They can be calculated according to equation (3) from the characteristic load bearing capacity (5%-fractile) divided by the partial safety factors for the material properties (γMs, γMc).
The characteristic load bearing capacities (5%-fractiles) are either given in the tables of Annex B or they can be calculated using the equations in the sections 5 and 6. The follo-wing characteristic load bearing capacities must be observed:
▯ Axial tension: - Characteristic load bearing capacity at
steel failure NRk,s - Characteristic load bearing capacity at
concrete failure NRk,c - Characteristic load bearing capacity at
splitting NRk,sp - Characteristic load bearing capacity at
pull-out / pull-through NRk,p
▯ Shear load: - Characteristic load bearing capacity at
steel failure VRk,s - Characteristic load bearing capacity at
concrete edge failure VRk,c - Characteristic load bearing capacity at
pryout failure VRk,cp
The proof of the local transmission of the anchor loads to the concrete is delivered by equation (1). The further transmission of the anchor loads to the supports of the concrete element must be proved additionally. Additional proof to ensure the safety of the concrete member may be necessary (compare section 8).
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The tensile forces in the anchors shall be calculated from the tensile and compressive forces and the bending moments acting on the anchor plate in accordance with the theory of elasticity under the following assumptions:
▯ The steel plate has a suffi cient stiff ness and is fi xed to the concrete or to a levelling layer of mortar on its entire area.
▯ All anchors have equal stiff ness. It should be taken as the steel stiff ness.
▯ The ratio of the moduli of elasticity of steel and concrete is 7.
The shear forces in the anchors are calculated under the assumption that all anchors contri-bute to the transmission of the shear loading (exceptions compare sections 6).
4. Partial safety factors
In the latest standards for the design of reinforced concrete elements, partial safety factors are used instead of global factors /8/, /9/. This method will be used for the design of steel anchors. It allows for special conside-rations such as installation safety.
In absence of national regulations the follo-wing partial safety factors γF for the load are recommended:
γF = 1.35 (dead load) (4a) γF = 1.50 (variable load) (4b)
The partial safety factors for the material pro-perties depend upon the mode of failure. They are given in the tables of Annex B.
5. Tension load
a) Steel failure The characteristic load bearing capacity NRk,s for steel failure is given in the tables of Annex B. Should, within a group, the tensile load act in an eccentric manner, the proof should be provided for the anchor subjected to the maximum load.
b) Concrete cone failure The characteristic load bearing capacity NRk,c for concrete cone failure is calculated in accor-dance with equation (5):
Where:N0
Rk,c = 7.2 · √fcc,150 · hef1.5/1000 [kN]
(fcc,150 [N/mm2], hef [mm]) (5a)
A0c,N = surface area of idealised concrete
failure body for single anchors with large axial and edge spacings sub-jected to axial tension (see fi gure 2)
Ac,N = existing surface area of idealised concrete failure body for single anchors or groups (see fi gure 3)
NRk,c = No
Rk,c ·Ac,N
Aoc,N
· Ψs,N · Ψec1,N · Ψec2,N · Ψre,N · Ψucr,N [kN] (5)
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Ψs,N = reduction factor to consider the disturbance of radially symmetric stress distribution due to one or more edges
= 0.7 + 0.3 · c/ccr,N (5b)
≦ 1
c = existing edge spacing; with infl u-ence from more than one edge, therefore, the smallest edge spa-cing must be used
ccr,N = characteristic edge spacing (com-pare tables of Annex B)
Ψeci,N = reduction factor to consider the eccentricity of the resulting anchor forces in relation to the anchors‘ centre of gravity
1
1 + 2 · ei,N / scr,N ≤ 1=
(5c)
(i=1,2)
ei,N = eccentricity of the resulting anchor forces in direction i, in relation to the anchors‘ centre of gravity(i = 1,2) (see fi gure 4)
scr,N = characteristic axial spacing (com-pare tables of Annex B)
Ψre,N = reduction factor taking into account a negative infl uence of dense rein-forcement
= 0.5 +
hef [mm]200
≤ 1 (5d)
► applications in concrete with dense reinforcement
= 1.0
► applications in non-reinforced and normally reinforced concrete
Ψucr,N = factor for taking into account the condition of the anchor substrate (cracked or non-cracked concrete)
= 1.0
► applications in cracked concrete
≥ 1.4
► applications in non-cracked conc-rete (compare tables of Annex B)
Normally reinforced concrete is conside-red if the spacing s of the reinforcement iss ≥ 150 mm independent of the diameter of the reinforcement bar or s ≥ 100 mm for bar diameters ≤ 10 mm.
scr,N
N
scr,Nscr,N
A0c,N = scr,N · scr,N
Figure 2: Idealised concrete cone surface area A0
c,N for a single anchor with large axial and edge spacings subjected to a tension load
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N
scr,Nc10.5.scr,N
Ac,N = (c1 + 0.5 scr,N) · scr,Nc1 ≤ ccr,N
N
N
Ac,N = (c1 + s1 + 0,5 scr,N) · (c2 + s2 + 0,5 scr,N)s1 ; s2 ≤ scr,N und c1 ; c2 ≤ ccr,N
0.5.scr,N
s2
c2
0.5.scr,N
c1s1
Ac,N = (0.5 scr,N + s1 + 0,5 scr,N) · scr,Ns1 ≤ scr,N
0.5.scr,Nscr,N s1
0.5.scr,N
a) Single anchor close to an edge
b) Pair of anchors with large edge distances
c) Group of four anchors in a corner
Equation (5) is to be used only for the anchors within a group that are subjected to tensile forces. If the tensile loaded anchors do not show a rectangular pattern (e.g. with groups under bi-axial bending) the group can be resolved into a group with rectangular pattern and the design value NRk,c can be calculated in accordance with equation (5). This can be explained by referring to fi gures 4c and 4d. In the example shown in fi gure 4c the tensile loaded anchors No. 2 - 6 do not show a rec-tangular pattern. Therefore, they are resolved into a suitable rectangle.
The eccentricity of the resulting anchor forces is calculated in relation to the centre of gravity G of the rectangular group (anchor No. 1 - 6). The same is valid for the example in fi gure 4d where only the anchors No. 3, 5 and 6 are tensile loaded. Again the eccentricity of the resulant anchor forces is calculated in relation to the centre of gravity G of the group resolved into a rectangular pattern (anchor No. 2, 3, 5 and 6).
Figure 3: Examples of existing surface areas of the idealised concrete failure cone for various positions of anchors under tensile load
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Figure 4: Examples of anchors subjected to eccentric tension load
c)
a)
b)
Neutral axis
s 2
e1,N
G LCompressionzone
⊕ x
⊕x
s1 s1
0,5s1M2
N
M2
N
M1
M2
N
M1
M2
N
M1
M2
N
M1
d)
e)
1 2 3
4 5 6
G L
1 2 3
4 5 6e1,N
e2
,N
Neutral axis
GL
1 2 3
4 5 6e1,N
e2
,N
Neutral axis
GL
1 2 3
4 5 6e1,N
e2
,N
Neutral axis
G L
1 2 3
4 5 6
e1,N
Neutral axis
e2,N = 0
e2,N = 0
Compressionzone
Compressionzone
Compressionzone
Compressionzone
0,5s1
Tensile loaded anchor G ⊕ Centre of gravity of the tensile loaded anchors (possibly resolved into a rectangular pattern)
L x Position Position of the resulting force of the tensile loaded anchors
Not-loaded anchor
⊕x
⊕x
⊕ x
Fixings infl uenced by 3 or more edges with an edge spacing cmax ≦ ccr,N (with cmax = largest edge spacing) equation (5) produces results on the safe side. For increased and realistic results, when calculating the capa-city N0
Rk,cthe anchorage depth hef should
be replaced by the value in accordance with equation (6).
When calculating the surface areas A0c,N
and Ac,N and also in the equations (5b) and (5c) the spacings scr,N and ccr,N should be replaced by the values s‘cr,N = 2 · cmax and c‘cr,N = cmax respectively.
c) Splitting failure
Splitting due to tensile forces needs only to be considered, if the following conditions exist:
- Edge spacing c < 1.0 · ccr,sp(single anchors)
- Edge spacing c < 1.5 · ccr,sp(groups of anchors)
The characteristic load bearing capacity NRk,sp for splitting can be calculated in accor-dance with equation (7):
Where:
N0Rk,c , A
0c,N , Ac,N , Ψs,N , Ψec1,N , Ψec2,N ,
Ψre,N , Ψucr,N in accordance with equation (5), where scr, N and ccr,N are replaced byscr, sp und ccr, sp (compare the tables of Annex B).
Ψh, sp = factor to consider the infl uence of the thickness h of the structural component
= ( ) h
2/3
2 · hef ≤ 1.5
..............(7a)
with h = component thickness
NRk,sp = No
Rk,c ·Ac,N
Aoc,N
· Ψs,N · Ψec1,N · Ψec2,N · Ψre,N · Ψucr,N · Ψh,sp [kN]
(7)
h'ef =
c max
ccr,N
· h ef (6)
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d) Pull-out /pull-through failure
The charcteristic load bearing capacity N0Rk,p
for pull-out / pull-through is given in the tables of Annex B. The characteristic capacity NRk,p can be calculated by multiplying N0
Rk,p with factor Ψucr,p .
Ψucr,p = 1.0 applications in cracked conc-rete
≥ 1.0 applications in non-cracked concrete (compare tables of Annex B)
Should, within a group, the tensile load act in an eccentric manner, the proof should be provided for the anchor subjected to the maxi-mum load.
e) Required proofs
The required proofs are given in table 1. The proof for splitting is required only if the condi-tions in accordance with c) exist.
Where:NSd = Design action of the acting tensile
load
NhSd = Design action on the acting tensile
load of an anchor subjected to the maximum load within a group
NgSd = Design action of the acting tensile
load of a group
6. Shear load
a1) Steel failure without lever arm
The charcteristic load bearing capacity VRk,s for steel failure without lever arm is given in the tables of Annex B. For anchor groups this should be reduced by a factor of 0.8 (excep-tion: steel with a elongation at rupture ≥ 8%). For eccentrically loaded anchors within the group, the anchor subjected to the maximum load within a group must be proven.
a2) Steel failure with lever arm
Bending of the anchor must be considered when a non-loadbearing layer with a thick-ness > 3 mm immediately below the anchor is available or when the clearance hole in the attachement is larger than stipulated. The maximum clearance hole can be found for the respective anchor families in the Technical Handbook, tables „Anchor characteristics“.
The characteristic load bearing capacityVRk,s for steel failure with bending of the anchor can be calculated in accordance with equation (8):
VRk,s = αM · MRk,s / l (8)
Where:αM = factor to consider the restraint of
the anchor
= 1.0 for unrestricted rotation (com-pare fi gure 5a)
= 2.0 for complete restraint (compare fi gure 5b)
Single anchors Groups of anchors
Steel failure NSd ≦ NRk,s / γMs NhSd ≦ NRk,s / γMs
Concrete cone failure NSd ≦ NRk,c / γMc NgSd ≦ NRk,c / γMc
Splitting failure NSd ≦ NRk,sp / γMc NgSd ≦ NRk,sp / γMc
Pull-out / pull-through failure NSd ≦ NRk,p / γMc NhSd ≦ NRk,p / γMc
Table 1: Reqiured proofs for tensile loads
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MRk,s = M0RK,s · (1 - NSd / NRd,s) [Nm]
M0Rk,s = compare the tables of Annex B
NSd = design action of the acting tensile load
NRd,s = NRk,s / γMsNRk,s = compare the tables of Annex B
γMs = compare the tables of Annex B
l = lever arm of the acting shear load
= a3 + e1a3 = 0.5 d
d = diameter of the anchor bolt or thread
e1 = distance between the acting shear force and the surface of the conc-rete
With anchor groups NSd in equation (8a) must be replaced by Nh
Sd.
b) Concrete edge failure
The characteristic load bearing capacity VRk,c for concrete edge failure can be calculated in accordance with equation (9):
Where:dnom = nominal diameter of the anchor
(compare tables of Annex B)
lf = eff ective anchor length (compare tables of Annex B)
A0cV = surface area of idealised concrete
failure body on the side surface of the structural element for single anchor with large axial spacing and large spacings to further edges (see fi gure 9)
= 4.5 · c12
Ac,V = existing surface area of idealised concrete failure body on the side surface of the structural element (examples, see fi gure 10)
Ψs,V = factor to consider the disturbance of the stress distribution through further edges
= 0.7 + 0.3 · c2/(1.5 · c1) ≦ 1 (9b)
c1 = edge spacing in direction of the load
c2 = edge spacing perpendicular to the load. In a narrow component the least of the two edge spacings should be used.
Figure 5: Degree of anchor restraint
0.45 · √d · ( ) · √f V Rk,c =o 1.5l f
d nom· c /10001 [kN]nom cc,150
0.2
(9a)
V Rk,c = V o
Rk,c ·Ac,V
Aoc,V
· Ψs,V · Ψh,V · Ψec,V · ΨαV · Ψucr,V [kN]
(9)
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Ψh,V = factor to consider the thickness of structural component
= (1.5 · c1 / h)⅓ ≥ 1 (9c)
h = structural component thickness
Ψec,V = factor to consider eccentricity of the shear load (see fi gure 6)
1
1 + 2 · eV / (3 c1) ≤ 1= (9d)
eV = eccentricity of the resulting shear forces, in relation to the anchor‘s centre of gravity
Ψα,V = factor to consider the direction of the shear load (see fi gure 7)
= 1.0 (area1: 0° ≦ αV ≦ 55°) (9e) = 1.0 / (cos αV + 0.5 sin αV) (area2: 55° < αV ≦ 90°) (9f) = 2.0 (area3: 90° < αV ≦ 180°) (9g)
Ψucr,V = factor to consider the conditions of concrete and reinforcement
= 1.0 (cracked concrete without edge reinforcement)
= 1.2 (cracked concrete with edge reinforcement ≥ Ø 12 mm)
= 1.4 (cracked concrete with edge reinforcement ≥ 12 mm and stir-rups with a spacing ≦ 10 cm or welded reinforcement mesh ≥ 8 mm with a spacing ≥ 10 cm)
= 1.4 (non-cracked concrete)
For a pair of anchors perpendicular to an edge in equation (9) the edge spacing c1 of the anchor positioned in the closest proximity of the edge is used. The same also applies for determining the surface aera Ac,V. This also applies to a group of four anchors where the distance of the pair of anchors positioned closest to the edge is applicable (see fi gure 10c). I. e. both pairs of anchors perpendicular to the edge as well as groups of four anchors, are designed under the assumption that the shear load is taken by either one or a pair of anchors positioned closest to the edge. Thus consideration is given to the fact that due to the clearance of the hole, not all anchors of a group are loaded equally. In the worst case only the anchor or anchors close to the edge are loaded (see fi gure 8).
Figure 8:Typical concrete edge failure due to anchors loaded unfavourably in the attachment‘s clearance holes (note: the clearance holes diame-ters have been exagerated)
Figure 6: Example for a fi xing subjected to eccentric shear load
Figure 7:Defi nition of the angle αV
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Figure 9: Idealised concrete failure body and surface area of a single anchor close to an edge with large axial and edge spacings for further edges subjected to shear load
A0c,V = 3c1 · 1.5c1
' 4.5 ¾c1 ¾c1~1.5· c1
c1 V
~ 35° ~1.5·c1
~ 3· c1
c1 V
~35°
~ 3· c1
Figure 10: Examples of existing surface areas of the idealised concrete failure body for various positions of anchors under shear load
' 4.5 ¾c1 ¾c1~1,5· c1
1.5 · c1
c1 V
~ 1,5· c1
c1 V
c2 c21.5 · c1Ac,V = (1.5c1 + c2) · 1.5c1
c2 ≤ 1.5c1
c1
Ac,V = (1.5c1 + s +1.5c1) · 1.5c1s ≤ 3c1
sV1.5.c1
1.5.c1
1.5.c1
c1 s < 3 c1
V1.5.c1
1.5.c1
1.5 .c1
Ac,V = (1.5c1 + s + c2) · hh ≤ 1.5c1s ≤ 3c1c2 ≤ 1.5c1
c1 Vh
1.5 · c1
c2s
c1 Vh
1.5 . c1s
c2
.
a)
b)
c)
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Fixings in narrow and thin structural compo-nents, where c2,max ≦ 1,5c1 (with c2,max = largest edge spacing parallel to the load) and a component thickness h ≦ 1,5c1 (see fi gure 11) equation (9) produces results on the safe side. For increased and realistic results, when calculating the surface areas A0
c,V and Ac,V and in equations (9a), (9b), (9c) and (9d) the edge spacing c1 should be replaced by the larger value of either c2,max /1,5 or h / 1,5.
c) Concrete failure on the opposing side of the load application (pryout failure)
VRk,cp = k · NRk,c (10)
Where:
NRk,c = characteristic load bearing capacity for concrete failure in accordance with equation (5)
k = see tables in Annex BWith eccentric shear loads, when calculating Ψeci,N in accordance with equation (5b) the eccentricity of the shear load in relation to the centre of gravity of the anchors loaded
to shear is taken. Additionally all anchors of the group are considered regardless of wether they are subjected to tensile load or not.
d) Required proofs
The required proofs are given in table 2.
Where:
VSd = Design action of the acting shear load for single anchors
VhSd = Design action of the acting shear
load of the anchor subjected to the maximum load
VgSd = Design action of all anchors within
a group subjected to shear load
7. Combined tension and shear load
For combined tension and shear load in addi-tion to the proofs according to section 5 and 6, one of the following interaction equations must be statisfi ed (see fi gure 12). Equation (11a) is only valid if steel failure is decisive for both, tension as well as shear load. The equations (11) and (11b) are valid for any mode of failure.
(NSd/NRd) + (VSd/VRd) ≦ 1.2 (11)
(NSd/NRd)2 + (VSd/VRd)2 ≦ 1.0 (11a)
(NSd/NRd)1.5 + (VSd/VRd)1.5 ≦ 1.0 (11b)
Single anchors Groups of anchors
Steel failure VSd ≦ VRk,s / γMs VhSd ≦ VRk,s / γMs
Concrete cone failure VSd ≦ VRk,c / γMc VgSd ≦ VRk,c / γMc
Concrete failure on the opposing side of the load application (pryout failure)
VSd ≦ VRk,cp / γMc VgSd ≦ VRk,cp / γMc
Table 2: Reqiured proofs for shear loads
c1 V
c2,1 ≤ 1.5c1c2,2 ≤ 1.5c1h ≤ 1.5c1
h
c2,1
c2,2
Figure 11:
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For the ratios NSd / NRd and VSd / VRd the least value for the diff erent modes of failure must be used.Figure 12:
Interaction diagram for combined tension and shear load
VSd / VRd
NSd / NRd
1.0
0.2
0.2 1.0
equation (11a)
equation (11b)
equation (11)
8. Additional requirements to substanti-ate the concrete component‘s capa-city
The local transmission of the anchor loads to the concrete is checked according to CC-method. The transmission of the anchor loads to the supports of the concrete member should be given special consideration.
A) Shear resistance of the concrete member
In order to ensure that the shear resistance of the concrete member is adequate, the following proof is required. The shear forces VSd,a induced in the concrete member by anchor loads must not exceed the value in accordance with equation (12).
VSd,a = 0.4 ∙ VRd1 (12)
VRd1 is calculated in accordance with /9/, equation (6.4-8). When calculating the value VSd,a the anchor shall be assumed as a point load, with a width of load application equal to the distance between the outermost anchors of a group plus 2 times the anchorage depth.
The conditions in accordance with equation (12) can be disregarded if one of the following requirements is statisfi ed:
▯ The shear force acting on the member due to the design actions including those of the anchors does not exceed 0.8 VRd1.
▯ The tensile force of an anchor respectively the total sum of the tensile forces of an anchor group due to the characteristic load, is less than 30 kN, the spacing a between the outer-most anchors of adjacent groups, or between the outermost anchors of a group and single anchors or between single anchors, statisfi es the following equations (13a) or (13b). NSk is the tensile load of a single anchor subjected to the characteristic load and Ng
Sk is the sum of the tensile loads of a group of anchors subjec-ted to the characteristic load.
a ≧ 200 ∙ √NSk (Single anchors) (13a)
a ≧ 200 ∙ √NgSk (Group of anchors) (13b)
▯ The anchor loads are taken up by a hanger reinforcement, which encloses the tension reinforcement and is anchored at the opposite side of the concrete member. Its distance from an individual anchor or the outermost anchors of a group should be smaler than hef.
If NSk or N0Sk exceeds 60 kN, then a suitable
hanger reinforcement must be provided.
Note: The provisions given above are deduced for concrete members without shear reinforce-ment. They are conservative for members with shear reinforcement.
B) Resistance to splitting forces
The splitting forces caused by anchors should be considered in the design of the concrete member. This may be neglected if one of the following conditions exist:
▯ The load transfer area is in the compres-
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sion zone of the concrete member.
▯ Under the characteristic actions, the ten-sile force of single anchors or the total sum of the tensile force of an anchor group must not exceed 10 kN.
▯ Subjected to the characteristic actions the tensile force of a single anchor or the total sum of the tensile force of a group of anchors, is less than or equal to 30 kN. In addition for anchorages in slabs and walls, a concentrated reinforcement in both directions is present in the region of the anchor. The area of the trans-verse reinforcement should be at least 60 % of the longitudinal reinforcement required for the actions due to anchor loads.
References
/1/ Eligehausen, R.: Bemessung von Befesti-gungen - Zukünftiges Konzept. (Design of Fas-tenings with Steel Anchors - Future Concept). Betonwerk + FertigteilTechnik, 1988, Heft 5, S. 88-100 (in German and English).
/2/ Eligehausen, R.: Bemessung von Befesti-gungen in Beton mit Teilsicherheitsbeiwerten (Design of Fixings in Concrete Based on Par-tial Safety Factors). Bauingenieur 65 (1990), S. 295-305 (in German)
/3/ Fuchs, W., Breen, J., Eligehausen, R.: Concrete Capacity Design (CCD) Approach for Fastening to Concrete. ACI-Structural Journal, Vol. 92 (1995), No. 6, p. 794-802.
/4/ Eligehausen, R., Mallèe, R.: Befesti-gunstechnik im Beton- und Mauerwerkbau (Fastenings to Concrete and Masonry). Verlag Ernst & Sohn, 2000 (in German)
/5/ Deutsches Institut für Bautechnik, Berlin: Bemessungsverfahren für Dübel zur Veranke-rung im Beton (Design Concept for Anchors in Concrete). Edition June 1993 (in German)
/6/ European Organisation for Technical Approvals (EOTA) (1994): Guideline for Euro-pean Technical Approval of Anchors (Metal Anchors) for Use in Concrete. Final Draft, Sept. 1994, Part 1: Anchors in General. Part 2: TorqueControlled Expansion Anchors. Part 3: Undercut Anchors. Annex A: Details of Tests. Annex B: Tests for Admissible Service Condi-tions, Detailed Information. Annex C: Design Method for Anchorages
/7/ Comité Euro-International du Béton: Design of Fastenings in Concrete, Draft CEB Guide - Part 1-3. Bulletin d‘Information 226, Lausanne, 1995
/8/ Eurocode No. 2: Design of Concrete Structures, Part 1: General Rules and Rules for Building. Final Draft, December 1988.
/9/ DIN V ENV 1992 Teil1-1, Eurocode 2, Planung von Stahlbeton- und Spannbeton-tragwerken (Design of Reinforced Concrete- and Prestressed Concrete Buildings), Edition June 1992 (in German).
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Characteristic anchor values for the design in accordance with the CC-Method
Table 1: Anchor bolt FAZ ........................................................... 484
Table 2: Bolt FBN (6 - 10) ........................................................... 485
Table 3: Bolt FBN (12 - 20) ........................................................ 486
Table 4: EXA Express-anchor .................................................... 487
Table 5: Zykon anchor FZA ........................................................ 488
Table 6: Zykon anchor FZA-D ................................................... 489
Table 7: Zykon anchor FZA-I ..................................................... 490
Table 8: Zykon hammerset anchor FZEA ............................... 491
Table 9: High performance anchor FH / FHA ........................ 492
Table 10: Heavy-duty anchor TA M ............................................ 493
Table 11: Highbond anchor FHB II (M8 - M 12) ...................... 494
Table 12: Highbond anchor FHB II (M16 - M24) ..................... 495
Table 13: Resin anchor R (Eurobond) ........................................ 496
Table 14: Injection mortar FIS V / FIS VS ................................ 497
Table 15: Injection mortar FIS EM ............................................. 498
Table 16: UKA 3 Chemical anchor (M 8 - M 16) ..................... 499
Table 17: UKA 3 Chemical anchor (M 20 - M 30) .................. 500
Table 18: UPM 44 Chemical mortar .......................................... 501
Table 19: Long-shaft fi xing SXS ................................................ 502
Table 1: Zykon anchor FZA
Anchor typeFZA 10x40
M 6
FZA 12x40 M 8
FZA 14x40 M 10
FZA 12x50 M 8
FZA 14x60 M 10
FZA 18x80 M 12
FZA 22x100
M 16
FZA 22x125
M 16
gvz A4 C gvz A4 C gvz A4 C gzv A4 C gvz A4 C gvz A4 C gvz A4 C gvz A4 C
minimum thickness of concrete member
minimum thickness hmin[mm] 100 100 100 100 120 160 200 250
minimum spacings and edge distances in non-cracked and cracked concrete
minimum spacing smin[mm] 40 40 70 50 60 80 100 125
minimum edge distances cmin[mm] 35 40 70 45 55 70 100 125
tension load - steel failure
loadNRk,s
[kN] 16.1 14.1 29.3 25.6 46.4 40.6 29.3 25.6 46.4 40.6 67.4 59.0 126.0 110.0 126.0 110.0
safety factor γMs[-] 1.50 1.87 1.50 1.50 1.87 1.50 1.50 1.87 1.50 1.50 1.87 1.50 1.50 1.87 1.50 1.50 1.87 1.50 1.50 1.87 1.50 1.50 1.87 1.50
tension load - pull-out/pull-through failure
load in non-cracked concrete NRk,p[kN] 14.0 14.0 14.0 19.6 25.8 39.7 55.4 77.5
load in cracked concrete NRk,p[kN] 9.1 9.1 9.1 12.7 16.7 25.8 36.0 50.3
concrete factor C 12/15 ψc[-]
0.77
C 16/20 ψc[-]
0.89
C 20/25 ψc[-]
1.00
C 25/30 ψc[-]
1.10
C 30/37 ψc[-]
1.22
C 40/50 ψc[-]
1.41
C 45/55 ψc[-]
1.48
C 50/60 ψc[-]
1.55
safety factor γMp[-]
1.50
tension load - concrete cone failure and splitting
eff . anchorage depth hef[mm] 40 40 40 50 60 80 100 125
spacing concrete cone scr,N[mm] 120 120 120 150 180 240 300 380
edge distance concrete cone ccr,N[mm] 60 60 60 75 90 120 150 190
spacing splitting scr,sp[mm] 120 120 120 150 180 240 300 380
edge distance splitting ccr,sp[mm] 60 60 60 75 90 120 150 190
non-cracked concrete factor ψucr,N[-]
1.54
safety factor γMc[-]
1.50
shear load - steel failure without lever arm
loadVRk,s
[kN] 8.0 7.0 14.7 12.8 23.0 20.3 14.7 12.8 23.2 20.3 33.8 29.5 62.8 55.0 62.8 55.0
safety factor γMs[-] 1.25 1.56 1.25 1.25 1.56 1.25 1.25 1.56 1.25 1.25 1.56 1.25 1.25 1.56 1.25 1.25 1.56 1.25 1.25 1.56 1.25 1.25 1.56 1.25
shear load - steel failure with lever arm (bending)
bendingM0
Rk,s[Nm] 12.2 10.7 30.0 26.2 59.8 52.3 30.0 26.2 59.8 52.3 105 91.6 266 232 266 232
safety factor γMs[-] 1.25 1.56 1.25 1.25 1.56 1.25 1.25 1.56 1.25 1.25 1.56 1.25 1.25 1.56 1.25 1.25 1.56 1.25 1.25 1.56 1.25 1.25 1.56 1.25
shear load - concrete pryout-failure
factork [-]
1.3
2.0
safety factor γMcp[-]
1.50
shear load - concrete edge failure
eff . length lf[mm] 40 40 40 50 60 80 100 125
eff . diameter dnom[mm] 10 12 14 12 14 18 22 22
safety factor γMc[-]
1.50
Characteristic anchor values for the design in accordance
with the CC-Method
Characteristic anchor values for the design in accordance with the CC-Method
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Table 1: Anchor bolt FAZAnchor type FAZ II 8 FAZ 8 FAZ II 10 FAZ 10 FAZ II 12 FAZ 12 FAZ II 16 FAZ 16 FAZ 20 FAZ 24
gvz A4 C gvz A4 C gvz A4 C gvz A4 C gvz A4 gvz A4
minimum thickness of concrete member
minimum thickness hmin [mm] 100 120 140 170 200 250
minimum spacings and edge distances in non-cracked concrete
minimum spacing smin [mm] 40 50 40 55 50 65 60 75 95 100 120 125
for required edge distances for c [mm] 50 50 60 70 70 100 95 120 200 200 200 250
minimum edge distances cmin [mm 40 50 45 55 55 65 65 85 130 200 150 250
for required spacing for s [mm 100 50 80 120 110 150 150 165 245 100 270 125
minimum spacings and edge distances in cracked concrete
minimum spacing smin [mm] 35 40 40 55 45 65 60 75 95 100 120 125
for required edge distances for c [mm] 50 50 55 70 70 75 95 100 160 200 165 250
minimum edge distances cmin [mm] 40 45 45 55 55 65 65 65 100 200 120 250
for required spacing for s [mm] 70 60 80 90 110 100 150 175 220 100 220 125
tension load - steel failure
load NRk,s [kN] 16.0 17.0 16.0 27.0 27.0 25.0 41.5 39.0 37.0 66.0 73.0 74.0 95.0 100.0 128.0 166.0
safety factor γMs [-] 1.50 1.48 1.40 1.50 1.48 1.40 1.50 1.48 1.40 1.50 1.66 1.40 1.50 1.51 1.40 1.87
tension load - pull-out/pull-through failure
load in non-cracked concrete NRk,p [kN] 10.8 12.5 17.7 22.0 26.6 28.0 43.5 40.0 43.0 51.0 65.0 71.0
load in cracked concrete NRk,p [kN] 9.0 8.7 14.0 14.3 20.0 20.9 21.1 28.2 28.2 34.0 36.0 50.3 50.0
concrete factor C 12/15 ψc [-] 0.77
C 16/20 ψc [-] 0.89
C 20/25 ψc [-] 1.00
C 25/30 ψc [-] 1.10
C 30/37 ψc [-] 1.22
C 40/50 ψc [-] 1.41
C 45/55 ψc [-] 1.48
C 50/60 ψc [-] 1.55
safety factor γMp [-] 1.50
tension load - concrete cone failure and splitting
eff . anchorage depth hef [mm] 45 60 70 85 100 125
spacing concrete cone scr,N [mm] 140 180 210 260 300 380
edge distance concrete cone ccr,N [mm] 70 90 105 130 150 190
spacing splitting scr,sp [mm] 140 160 180 220 210 250 260 310 300 360 380 450
edge distance splitting ccr,sp [mm] 70 80 90 110 105 125 130 155 150 180 190 225
non-cracked concrete factor ψucr,N [-] 1.54
safety factor γMc [-] 1.50
shear load - steel failure without lever arm
load VRk,s [kN] 12.0 11.0 13.0 20.0 18.0 20.0 29.5 26.0 30.0 55.0 45.0 55.0 52.0 77.0 86.0 123.0
VRk,s [kN] 17.51) 11.01) 13.01) 28.01) 18.01) 20.01) 41.01) 26.01) 30.01) 71.51) 45.01) 55.01) 52.01) 77.01) 86.01) 123.01)
safety factor γMs [-] 1.25 1.25 1.50 1.25 1.25 1.50 1.25 1.25 1.25 1.25 1.25 1.50 1.25 1.26 1.50 1.56
shear load - steel failure with lever arm (bending)
bending M0Rk,s [Nm] 26.0 23.0 26.0 58.0 47.0 52.0 92.0 82.0 92.0 233 191 233 389 409 606 786
safety factor γMs [-] 1.25 1.25 1.50 1.25 1.25 1.50 1.25 1.25 1.50 1.25 1.25 1.50 1.25 1.26 1.50 1.56
shear load - concrete pryout-failure
factor k [-] 2.0 2.0 1.0 2.2 2.0 2.4 2.0 2.8 2.0
safety factor γMcp [-] 1.50
shear load - concrete edge failure
eff . length lf [mm] 45 60 70 85 100 125
eff . diameter dnom [mm] 8 10 12 16 20 24
safety factor γMc [-] 1.501) These values are valid if the shank of the cone bolt is located in the shear joint at the concrete surface. Simplifying this can be supposed for a thickness of the fi xture ≧ 15 mm (size
M8), ≧ 20 mm (sizes M10 and M12) and respectively ≧ 25 mm (size M16) as well as a nominal useful length (tfi x,nom) of the used anchor type not exceeding 50 mm. In general the relevant kind of failure (thread or shank) has to be defi ned by the designing engineer.
Characteristic anchor values for the design in accordance with the CC-Method
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Table 2: Bolt FBN (6-10)Anchor type FBN 6 FBN 8
hef = 35 mm *FBN 8
hef = 48 mmFBN 10
hef = 42 mmFBN 10
hef = 50 mmA4 gvz fvz A4 gvz fvz A4 gzv fvz A4 gvz fvz A4
minimum thickness of concrete member
minimum thickness hmin [mm] 100 100 100 100 100
minimum spacings and edge distances in non-cracked concrete
minimum spacing smin [mm] 40 35 50 50 45 50 55 60
minimum edge distances cmin [mm 35 35 45 50 35 55 60 65 55
tension load - steel failure
load NRk,s [kN] 10.0 14.0 17.0 14.0 17.0 23.0 27.0 23.0 27.0
safety factor γMs [-] 1.61 1.48 1.58 1.48 1.58 1.48 1.58 1.48 1.58
tension load - pull-out/pull-through failure
load in non-cracked concrete NRk,p [kN] 9.0 8.5 7.0 8.1 12.0 10.0 12.0 13.0 11.0 12.9 16.0 14.0 16.3
concrete factor C 12/15 ψc [-] 0.77
C 16/20 ψc [-] 0.89
C 20/25 ψc [-] 1.00
C 25/30 ψc [-] 1.07 1.10 1.07 1.10 1.07 1.10 1.10
C 30/37 ψc [-] 1.17 1.22 1.17 1.22 1.17 1.22 1.22
C 40/50 ψc [-] 1.32 1.41 1.32 1.41 1.32 1.41 1.41
C 45/55 ψc [-] 1.37 1.48 1.37 1.48 1.37 1.48 1.48
C 50/60 ψc [-] 1.42 1.55 1.42 1.55 1.42 1.55 1.55
safety factor γMp [-] 1.80 1.80 1.50 1.80 1.80 1.50 1.80 1.80 1.50 1.80 1.80 1.50 1.80
tension load - concrete cone failure and splitting
eff . anchorage depth hef [mm] 40 35 48 42 50
spacing concrete cone scr,N [mm] 120 106 144 126 150
edge distance concrete cone ccr,N [mm] 60 53 72 63 75
spacing splitting scr,sp [mm] 160 140 176 192 210 168 210 250 200 300
edge distance splitting ccr,sp [mm] 80 70 88 96 105 84 105 125 100 150
concrete factor C 12/15 ψc [-] 0.77
C 16/20 ψc [-] 0.89
C 20/25 ψc [-] 1.00
C 25/30 ψc [-] 1.07 1.10 1.07 1.10 1.07 1.10 1.10
C 30/37 ψc [-] 1.17 1.22 1.17 1.22 1.17 1.22 1.22
C 40/50 ψc [-] 1.32 1.41 1.32 1.41 1.32 1.41 1.41
C 45/55 ψc [-] 1.37 1.48 1.37 1.48 1.37 1.48 1.48
C 50/60 ψc [-] 1.42 1.55 1.42 1.55 1.42 1.55 1.55
non-cracked concrete factor ψucr,N [-] 1.40
safety factor γMc [-] 1.80 1.80 1.50 1.80 1.80 1.50 1.80 1.80 1.50 1.80 1.80 1.50 1.80
shear load - steel failure without lever arm
load VRk,s [kN] 7.5 11.0 12.6 11.0 12.6 17.0 20.0 17.0 20.0
safety factor γMs [-] 1.50
shear load - steel failure with lever arm (bending)
bending M0Rk,s [Nm] 11.0 22.0 26.0 22.0 26.0 45.0 52.0 45.0 52.0
safety factor γMs [-] 1.50
shear load - concrete pryout-failure
factor k [-] 1.0
safety factor γMcp [-] 1.50
shear load - concrete edge failure
eff . length lf [mm] 40 35 48 42 50
eff . diameter dnom [mm] 6 8 8 10 10
safety factor γMc [-] 1.50
* Use restricted to anchoring of structural components which are statically indeterminate.
Characteristic anchor values for the design in accordance with the CC-Method
484 Status 03/2006
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Table 3: Bolt FBN (12-20)Anchor type FBN 12
hef = 50 mmFBN 12
hef = 70 mmFBN 16
hef = 64 mmFBN 16
hef = 84 mmFBN 20
gvz fvz A4 gvz fvz A4 gvz fvz A4 gvz fvz A4 gvz
minimum thickness of concrete member
minimum thickness hmin [mm] 100 140 130 170 200
minimum spacings and edge distances in non-cracked concrete
minimum spacing smin [mm] 100 65 75 80 140 90 90 170
minimum edge distances cmin [mm 100 70 90 75 100 80 105 80 150
tension load - steel failure
load NRk,s [kN] 33.0 40.0 33.0 40.0 55.0 69.0 55.0 69.0 101.0
safety factor γMs [-] 1.40 1.62 1.40 1.62 1.57 1.66 1.57 1.66 1.57
tension load - pull-out/pull-through failure
load in non-cracked concrete NRk,p [kN] 17.8 15.0 17.8 25.0 23.0 25.0 25.0 21.0 25.3 35.0 32.0 36.7 48.0
concrete factor C 12/15 ψc [-] 0.77
C 16/20 ψc [-] 0.89
C 20/25 ψc [-] 1.00
C 25/30 ψc [-] 1.10 1.10 1.10 1.10 1.10
C 30/37 ψc [-] 1.22 1.22 1.22 1.22 1.22
C 40/50 ψc [-] 1.41 1.41 1.41 1.41 1.41
C 45/55 ψc [-] 1.48 1.48 1.48 1.48 1.48
C 50/60 ψc [-] 1.55 1.55 1.55 1.55 1.55
safety factor γMp [-] 1.50 1.50 1.50 1.80 1.50 1.80 1.50
tension load - concrete cone failure and splitting
eff . anchorage depth hef [mm] 50 70 64 84 100
spacing concrete cone scr,N [mm] 150 210 192 252 300
edge distance concrete cone ccr,N [mm] 75 105 96 126 150
spacing splitting scr,sp [mm] 300 200 250 350 280 320 384 256 420 504 420 500
edge distance splitting ccr,sp [mm] 150 100 125 175 140 160 192 128 210 252 210 250
concrete factor C 12/15 ψc [-] 0.77
C 16/20 ψc [-] 0.89
C 20/25 ψc [-] 1.00
C 25/30 ψc [-] 1.10 1.10 1.10 1.05 1.10 1.10
C 30/37 ψc [-] 1.22 1.22 1.22 1.12 1.22 1.22
C 40/50 ψc [-] 1.41 1.41 1.41 1.23 1.41 1.41
C 45/55 ψc [-] 1.48 1.48 1.48 1.27 1.48 1.48
C 50/60 ψc [-] 1.55 1.55 1.55 1.30 1.55 1.55
non-cracked concrete factor ψucr,N [-] 1.40
safety factor γMc [-] 1.50 1.50 1.50 1.80 1.50 1.80 1.50
shear load - steel failure without lever arm
load VRk,s [kN] 27.0 26.3 27.0 26.3 40.0 47.1 40.0 47.1 67.0
safety factor γMs [-] 1.50 1.26 1.50 1.26 1.50 1.31
shear load - steel failure with lever arm (bending)
bending M0Rk,s [Nm] 85.0 82.0 85.0 82.0 176 200 176 200 357
safety factor γMs [-] 1.50 1.26 1.50 1.26 1.50 1.31
shear load - concrete pryout-failure
factor k [-] 1.0 2.0
safety factor γMcp [-] 1.50
shear load - concrete edge failure
eff . length lf [mm] 50 70 64 84 100
eff . diameter dnom [mm] 12 12 16 16 20
safety factor γMc [-] 1.50
* Use restricted to anchoring of structural components which are statically indeterminate.
Characteristic anchor values for the design in accordance with the CC-Method
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Table 4: EXA Express-anchorAnchor type EXA 8 EXA 10 EXA 12 EXA 16 EXA 20
gvz gvz gvz gzv gvz
minimum thickness of concrete member
minimum thickness hmin [mm] 100 100 135 170 205
minimum spacings and edge distances in non-cracked concrete
minimum spacing smin [mm] 45 50 75 85 105
minimum edge distances cmin [mm 40 65 90 90 100
tension load - steel failure
load NRk,s [kN] 23.0 35.0 48.0 62.0 108.0
safety factor γMs [-] 1.48 1.44 1.40 1.57 1.57
tension load - pull-out/pull-through failure
load in non-cracked concrete NRk,p [kN] 11.2 17.7 27.0 39.5 52.7
concrete factor C 12/15 ψc [-] 0.77
C 16/20 ψc [-] 0.89
C 20/25 ψc [-] 1.00
C 25/30 ψc [-] 1.10
C 30/37 ψc [-] 1.22
C 40/50 ψc [-] 1.41
C 45/55 ψc [-] 1.48
C 50/60 ψc [-] 1.55
safety factor γMp [-] 1.80 1.50
tension load - concrete cone failure and splitting
eff . anchorage depth hef [mm] 47 49 67 85 103
spacing concrete cone scr,N [mm] 142 148 202 256 310
edge distance concrete cone ccr,N [mm] 71 74 101 128 155
spacing splitting scr,sp [mm] 280 340 430 430 520
edge distance splitting ccr,sp [mm] 140 170 215 215 260
non-cracked concrete factor ψucr,N [-] 1.40
safety factor γMc [-] 1.80 1.50
shear load - steel failure without lever arm
load VRk,s [kN] 13.0 19.0 23.0 51.0 75.0
safety factor γMs [-] 1.50 1.31
shear load - steel failure with lever arm (bending)
bending M0Rk,s [Nm] 27.0 50.0 85.0 183.0 357.0
safety factor γMs [-] 1.50 1.31
shear load - concrete pryout-failure
factor k [-] 1.0 2.0
safety factor γMcp [-] 1.50
shear load - concrete edge failure
eff . length lf [mm] 47 49 67 85 103
eff . diameter dnom [mm] 8 10 12 16 20
safety factor γMc [-] 1.50
Characteristic anchor values for the design in accordance with the CC-Method
486 Status 03/2006
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Table 5: Zykon anchor FZAAnchor type FZA 10x40
M 6FZA 12x40
M 8FZA 14x40
M 10FZA 12x50
M 8FZA 14x60
M 10FZA 18x80
M 12FZA 22x100
M 16FZA 22x125
M 16gvz A4 C gvz A4 C gvz A4 C gzv A4 C gvz A4 C gvz A4 C gvz A4 C gvz A4 C
minimum thickness of concrete member
minimum thickness hmin [mm] 100 100 100 100 120 160 200 250
minimum spacings and edge distances in non-cracked and cracked concrete
minimum spacing smin [mm] 40 40 70 50 60 80 100 125
minimum edge distances cmin [mm] 35 40 70 45 55 70 100 125
tension load - steel failure
load NRk,s [kN] 16.1 14.1 29.3 25.6 46.4 40.6 29.3 25.6 46.4 40.6 67.4 59.0 126.0 110.0 126.0 110.0
safety factor γMs [-] 1.50 1.87 1.50 1.50 1.87 1.50 1.50 1.87 1.50 1.50 1.87 1.50 1.50 1.87 1.50 1.50 1.87 1.50 1.50 1.87 1.50 1.50 1.87 1.50
tension load - pull-out/pull-through failure
load in non-cracked concrete NRk,p [kN] 14.0 14.0 14.0 19.6 25.8 39.7 55.4 77.5
load in cracked concrete NRk,p [kN] 9.1 9.1 9.1 12.7 16.7 25.8 36.0 50.3
concrete factor C 12/15 ψc [-] 0.77
C 16/20 ψc [-] 0.89
C 20/25 ψc [-] 1.00
C 25/30 ψc [-] 1.10
C 30/37 ψc [-] 1.22
C 40/50 ψc [-] 1.41
C 45/55 ψc [-] 1.48
C 50/60 ψc [-] 1.55
safety factor γMp [-] 1.50
tension load - concrete cone failure and splitting
eff . anchorage depth hef [mm] 40 40 40 50 60 80 100 125
spacing concrete cone scr,N [mm] 120 120 120 150 180 240 300 380
edge distance concrete cone ccr,N [mm] 60 60 60 75 90 120 150 190
spacing splitting scr,sp [mm] 120 120 120 150 180 240 300 380
edge distance splitting ccr,sp [mm] 60 60 60 75 90 120 150 190
non-cracked concrete factor ψucr,N [-] 1.54
safety factor γMc [-] 1.50
shear load - steel failure without lever arm
load VRk,s [kN] 8.0 7.0 14.7 12.8 23.0 20.3 14.7 12.8 23.2 20.3 33.8 29.5 62.8 55.0 62.8 55.0
safety factor γMs [-] 1.25 1.56 1.25 1.25 1.56 1.25 1.25 1.56 1.25 1.25 1.56 1.25 1.25 1.56 1.25 1.25 1.56 1.25 1.25 1.56 1.25 1.25 1.56 1.25
shear load - steel failure with lever arm (bending)
bending M0Rk,s [Nm] 12.2 10.7 30.0 26.2 59.8 52.3 30.0 26.2 59.8 52.3 105 91.6 266 232 266 232
safety factor γMs [-] 1.25 1.56 1.25 1.25 1.56 1.25 1.25 1.56 1.25 1.25 1.56 1.25 1.25 1.56 1.25 1.25 1.56 1.25 1.25 1.56 1.25 1.25 1.56 1.25
shear load - concrete pryout-failure
factor k [-] 1.3 2.0
safety factor γMcp [-] 1.50
shear load - concrete edge failure
eff . length lf [mm] 40 40 40 50 60 80 100 125
eff . diameter dnom [mm] 10 12 14 12 14 18 22 22
safety factor γMc [-] 1.50
Characteristic anchor values for the design in accordance with the CC-Method
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Table 6: Zykon anchor FZA-DAnchor type FZA 12x50
M 8 DFZA 12x60
M 8 DFZA 12x80
M 8 DFZA 14x80
M 10 DFZA 14x100
M 10 DFZA 18x100
M 12 DFZA 18x130
M 12 DFZA 22x125
M 16 Dgvz A4 C gvz A4 C gvz A4 C gzv A4 C gvz A4 gvz A4 C gvz A4 C gvz A4
minimum thickness of concrete member
minimum thickness hmin [mm] 100 100 100 120 120 160 160 200
minimum spacings and edge distances in non-cracked and cracked concrete
minimum spacing smin [mm] 40 50 50 60 60 80 80 100
minimum edge distances cmin [mm] 35 45 45 55 55 70 70 100
tension load - steel failure
load NRk,s [kN] 29.3 25.6 29.3 25.6 29.3 25.6 46.4 40.6 46.4 40.6 67.4 59.0 67.4 59.0 126.0 110.0
safety factor γMs [-] 1.50 1.87 1.50 1.50 1.87 1.50 1.50 1.87 1.50 1.50 1.87 1.50 1.50 1.87 1.50 1.87 1.50 1.50 1.87 1.50 1.50 1.87
tension load - pull-out/pull-through failure
load in non-cracked concrete NRk,p [kN] 14.0 19.6 19.6 25.8 25.8 39.7 39.7 55.4
load in cracked concrete NRk,p [kN] 9.1 12.7 12.7 16.7 16.7 25.8 25.8 36.0
concrete factor C 12/15 ψc [-] 0.77
C 16/20 ψc [-] 0.89
C 20/25 ψc [-] 1.00
C 25/30 ψc [-] 1.10
C 30/37 ψc [-] 1.22
C 40/50 ψc [-] 1.41
C 45/55 ψc [-] 1.48
C 50/60 ψc [-] 1.55
safety factor γMp [-] 1.50
tension load - concrete cone failure and splitting
eff . anchorage depth hef [mm] 40 50 50 60 60 80 80 100
spacing concrete cone scr,N [mm] 120 150 150 180 180 240 240 300
edge distance concrete cone ccr,N [mm] 60 75 75 90 90 120 120 150
spacing splitting scr,sp [mm] 120 150 150 180 180 240 240 300
edge distance splitting ccr,sp [mm] 60 75 75 90 90 120 120 150
non-cracked concrete factor ψucr,N [-] 1.54
safety factor γMc [-] 1.50
shear load - steel failure without lever arm
load VRk,s [kN] 21.3 17.8 21.3 17.8 21.3 17.8 29.8 25.4 29.8 25.4 46.3 38.7 46.3 38.7 75.3 64.1
safety factor γMs [-] 1.25 1.56 1.25 1.25 1.56 1.25 1.25 1.56 1.25 1.25 1.56 1.25 1.25 1.56 1.25 1.56 1.25 1.25 1.56 1.25 1.25 1.56
shear load - steel failure with lever arm (bending)
bending M0Rk,s [Nm] 92.4 61.4 92.4 61.4 92.4 61.4 150 100 150 100 306 203 306 203 581 390
safety factor γMs [-] 1.25 1.56 1.25 1.25 1.56 1.25 1.25 1.56 1.25 1.25 1.56 1.25 1.25 1.56 1.25 1.56 1.25 1.25 1.56 1.25 1.25 1.56
shear load - concrete pryout-failure
factor k [-] 1.3 2.0
safety factor γMcp [-] 1.50
shear load - concrete edge failure
eff . length lf [mm] 40 50 50 60 60 80 80 100
eff . diameter dnom [mm] 12 12 12 14 14 18 18 22
safety factor γMc [-] 1.50
Characteristic anchor values for the design in accordance with the CC-Method
488 Status 03/2006
B
Table 7: Zykon anchor FZA-IAnchor type FZA 12x40 M 6 I FZA 12x50 M 6 I FZA 14x60 M 8 I FZA 18x80 M 10 I FZA 22x100 M 12 I FZA 22x125 M 12 I
gvz 1) A4 2) A4 2) gvz 1) A4 2) gvz 1) A4 2) gvz 1) A4 gvz 1) A4 2)
minimum thickness of concrete member
minimum thickness hmin [mm] 100 100 120 160 200 250
minimum spacings and edge distances in non-cracked and cracked concrete
minimum spacing smin [mm] 40 50 60 80 100 125
minimum edge distances cmin [mm] 35 45 55 70 100 125
tension load - steel failure
load NRk,s [kN] 17.2 13.5 13.5 22.9 17.9 26.9 22.7 63.0 53.1 63.0 53.1
safety factor γMs [-] 1.75 1.80 1.80 1.75 1.80 2.00 1.80 2.00 1.80 2.00 1.80
tension load - pull-out/pull-through failure
load in non-cracked concrete NRk,p [kN] 14.0 19.6 25.8 39.7 55.4 77.5
load in cracked concrete NRk,p [kN] 9.1 12.7 16.7 25.8 36.0 50.3
concrete factor C 12/15 ψc [-] 0.77
C 16/20 ψc [-] 0.89
C 20/25 ψc [-] 1.00
C 25/30 ψc [-] 1.10
C 30/37 ψc [-] 1.22
C 40/50 ψc [-] 1.41
C 45/55 ψc [-] 1.48
C 50/60 ψc [-] 1.55
safety factor γMp [-] 1.50
tension load - concrete cone failure and splitting
eff . anchorage depth hef [mm] 40 50 60 80 100 125
spacing concrete cone scr,N [mm] 120 150 180 240 300 380
edge distance concrete cone ccr,N [mm] 60 75 90 120 150 190
spacing splitting scr,sp [mm] 120 150 180 240 300 380
edge distance splitting ccr,sp [mm] 60 75 90 120 150 190
non-cracked concrete factor ψucr,N [-] 1.54
safety factor γMc [-] 1.50
shear load - steel failure without lever arm
load VRk,s [kN] 8.6 6.7 6.7 11.4 9.0 13.4 11.3 31.5 26.6 31.5 26.6
safety factor γMs [-] 1.50 1.50 1.50 1.70 1.50 1.70 1.50 1.70 1.50
shear load - steel failure with lever arm (bending)
bending M0Rk,s [Nm] 12.2 10.7 10.7 30.0 26.2 59.8 52.3 105 91.6 105 91.6
safety factor γMs [-] 1.50 1.50 1.50 1.70 1.50 1.70 1.50 1.70 1.50
shear load - concrete pryout-failure
factor k [-] 1.3 2.0
safety factor γMcp [-] 1.50
shear load - concrete edge failure
eff . length lf [mm] 40 50 60 80 100 125
eff . diameter dnom [mm] 12 12 14 18 22 22
safety factor γMc [-] 1.50
1) The values apply to screws with a strength classification 8.82) The values apply to screws with a strength classification A4 - 70
Characteristic anchor values for the design in accordance with the CC-Method
489Status 03/2006
B
Table 8: Zykon hammerset anchor FZEAAnchor type FZEA 10x40 M 8 FZEA 12x40 M 10 FZEA 14x40 M 12
gvz 1) A4 2) gvz 1) A4 2) gvz 1) A4 2)
minimum thickness of concrete member
minimum thickness hmin [mm] 100 100 100
minimum spacings and edge distances in non-cracked and cracked concrete
minimum spacing smin [mm] 40 40 40
minimum edge distances cmin [mm] 40 40 40
tension load - steel failure
load NRk,s [kN] 18.0 17.4 21.5 22.7 26.2 27.7
safety factor γMs [-] 1.53 1.83 1.50 1.83 1.50 1.83
tension load - pull-out/pull-through failure
load in non-cracked concrete NRk,p [kN] 14.0 14.0 14.0
load in cracked concrete NRk,p [kN] 9.1 9.1 9.1
concrete factor C 12/15 ψc [-] 0.77
C 16/20 ψc [-] 0.89
C 20/25 ψc [-] 1.00
C 25/30 ψc [-] 1.10
C 30/37 ψc [-] 1.22
C 40/50 ψc [-] 1.41
C 45/55 ψc [-] 1.48
C 50/60 ψc [-] 1.55
safety factor γMp [-] 1.50
tension load - concrete cone failure and splitting
eff . anchorage depth hef [mm] 40 40 40
spacing concrete cone scr,N [mm] 120 120 120
edge distance concrete cone ccr,N [mm] 60 60 60
spacing splitting scr,sp [mm] 120 120 120
edge distance splitting ccr,sp [mm] 60 60 60
non-cracked concrete factor ψucr,N [-] 1.54
safety factor γMc [-] 1.50
shear load - steel failure without lever arm
load VRk,s [kN] 9.0 8.7 10.7 11.4 13.1 13.9
safety factor γMs [-] 1.27 1.52 1.24 1.52 1.24 1.52
shear load - steel failure with lever arm (bending)
bending M0Rk,s [Nm] 30.0 21.1 59.8 42.1 92.1 73.7
safety factor γMs [-] 1.27 1.52 1.24 1.52 1.24 1.52
shear load - concrete pryout-failure
factor k [-] 1.0
safety factor γMcp [-] 1.50
shear load - concrete edge failure
eff . length lf [mm] 40 40 40
eff . diameter dnom [mm] 10 12 14
safety factor γMc [-] 1.50
1) The values apply to screws with a strength classification 8.82) The values apply to screws with a strength classification A4 - 70
Characteristic anchor values for the design in accordance with the CC-Method
490 Status 03/2006
B
Table 9: High performance anchor FH / FHAAnchor type FH 10 FH 12 FH 15 FH 18x80 FH 18x100 FH 24 FHA 28 FHA 32
gvz A4 gvz A4 gvz A4 gzv gvz A4 gvz gvz A4 gvz A4
minimum thickness of concrete member
minimum thickness hmin [mm] 100 130 140 160 200 250 250 300
minimum spacings and edge distances in non-cracked concrete
minimum spacing smin [mm] 50 60 70 80 80 125 125 170
for required edge distances for c [mm] 100 120 190 240 200 125 250 340
minimum edge distances cmin [mm 50 60 80 80 80 125 250 340
for required spacing for s [mm 100 100 180 240 240 125 125 170
minimum spacings and edge distances in cracked concrete
minimum spacing smin [mm] 50 - 60 - 70 - 80 80 - 125 - -
for required edge distances for c [mm] 100 - 120 - 190 -- 240 200 - 125 - -
minimum edge distances cmin [mm 50 - 60 - 80 - 80 80 - 125 - -
for required spacing for s [mm 100 - 100 - 180 - 240 240 - 125 - -
tension load - steel failure
load NRk,s [kN] 16.0 14.1 29.0 25.6 46.0 40.6 67.0 67.0 59.0 125.0 196.0 171.5 282.4 247.1
safety factor γMs [-] 1.50 1.87 1.50 1.87 1.50 1.87 1.50 1.50 1.87 1.50 1.50 1.87 1.50 1.87
tension load - pull-out/pull-through failure
load in non-cracked concrete NRk,p [kN] 14.3 17.4 27.0 38.1 38.1 77.0 77.5 95.7
load in cracked concrete NRk,p [kN] 8.0 - 14.6 - 19.0 - 25.8 30.0 - 50.0 - -
concrete factor C 12/15 ψc [-] 0.77
C 16/20 ψc [-] 0.89
C 20/25 ψc [-] 1.00
C 25/30 ψc [-] 1.10
C 30/37 ψc [-] 1.22
C 40/50 ψc [-] 1.41
C 45/55 ψc [-] 1.48
C 50/60 ψc [-] 1.55
safety factor γMp [-] 1.50 1.80
tension load - concrete cone failure and splitting
eff . anchorage depth hef [mm] 50 60 70 80 100 125 125 170
spacing concrete cone scr,N [mm] 150 180 210 240 300 380 380 510
edge distance concrete cone ccr,N [mm] 75 90 105 120 150 190 190 255
spacing splitting scr,sp [mm] 250 300 350 400 500 626 750 1020
edge distance splitting ccr,sp [mm] 125 150 175 200 250 313 375 510
non-cracked concrete factor ψucr,N [-] 1.54
safety factor γMc [-] 1.50 1.80
shear load - steel failure without lever arm
load VRk,s [kN] 13.5 16.5 23.8 24.5 38.0 40.0 56.0 56.0 59.0 117.0 142.0 132.0 192.0 175.0
safety factor γMs [-] 1.25 2.20 1.25 2.20 1.25 2.20 1.25 1.25 2.20 1.25 1.25 2.40 1.25 2.40
shear load - steel failure with lever arm (bending)
bending M0Rk,s [Nm] 12.2 10.7 30.0 26.2 59.8 52.3 105 105 91.7 266 519 454 898 785
safety factor γMs [-] 1.25 1.56 1.25 1.56 1.25 1.56 1.25 1.25 1.56 1.25 1.25 1.56 1.25 1.56
shear load - concrete pryout-failure
factor k [-] 1.0 2.0
safety factor γMcp [-] 1.50
shear load - concrete edge failure
eff . length lf [mm] 15 15 19 23 43 53 60 100
eff . diameter dnom [mm] 10 12 15 18 18 24 28 32
safety factor γMc [-] 1.50
Characteristic anchor values for the design in accordance with the CC-Method
491Status 03/2006
B
Table 10: Heavy-duty anchor TA MAnchor type TA M 6 TA M 8 TA M 10 TA M 12
gvz 1) gvz 1) gvz 1) gvz 1)
minimum thickness of concrete member
minimum thickness hmin [mm] 100 100 110 140
minimum spacings and edge distances in non-cracked concrete
minimum spacing smin [mm] 80 90 110 160
minimum edge distances cmin [mm] 50 60 70 120
tension load - steel failure
load NRk,s [kN] 16.1 29.3 46.4 67.4
safety factor γMs [-] 1.50
tension load - pull-out/pull-through failure
load in non-cracked concrete NRk,p [kN] 8.9 13.6 20.0 27.0
concrete factor C 12/15 ψc [-] 0.77
C 16/20 ψc [-] 0.89
C 20/25 ψc [-] 1.00
C 25/30 ψc [-] 1.10
C 30/37 ψc [-] 1.22
C 40/50 ψc [-] 1.41
C 45/55 ψc [-] 1.48
C 50/60 ψc [-] 1.55
safety factor γMp [-] 1.50
tension load - concrete cone failure and splitting
eff . anchorage depth hef [mm] 40 45 55 70
spacing concrete cone scr,N [mm] 120 136 166 210
edge distance concrete cone ccr,N [mm] 60 68 83 105
spacing splitting scr,sp [mm] 120 180 330 420
edge distance splitting ccr,sp [mm] 60 90 165 210
non-cracked concrete factor ψucr,N [-] 1.40
safety factor γMc [-] 1.50
shear load - steel failure without lever arm
load VRk,s [kN] 5.8 11.7 19.2 29.8
safety factor γMs [-] 1.25
shear load - steel failure with lever arm (bending)
bending M0Rk,s [Nm] 12.0 30.0 60.0 105
safety factor γMs [-] 1.25
shear load - concrete pryout-failure
factor k [-] 1.1 1.8 2.0
safety factor γMcp [-] 1.50
shear load - concrete edge failure
eff . length lf [mm] 40 45 55 70
eff . diameter dnom [mm] 10 12 15 18
safety factor γMc [-] 1.50
1) The values apply to screws with a strength classification 8.8
Characteristic anchor values for the design in accordance with the CC-Method
492 Status 03/2006
B
Table 11: Highbond anchor FHB II (M8 - M12)Anchor type FHB II 8x60 FHB II 10x60 FHB II 10x95 FHB II 12x75 FHB II 12x120
gvz A4 C gvz A4 C gvz A4 C gvz A4 C gvz A4 C
minimum thickness of concrete member
minimum thickness hmin [mm] 100 100 140 120 170
minimum spacings and edge distances in non-cracked and cracked concrete
minimum spacing smin [mm] 40 40 40 40 50
minimum edge distances cmin [mm 40 40 40 40 50
tension load - steel failure
load NRk,s [kN] 21.9 21.9 34.4 34.4 49.8
safety factor γMs [-] 1.50
tension load - pull-out/pull-through failure
load in non-cracked concrete NRk,p [kN] not decisive
load in cracked concrete NRk,p [kN] not decisive
concrete factor C 12/15 ψc [-] 0.77
C 16/20 ψc [-] 0.89
C 20/25 ψc [-] 1.00
C 25/30 ψc [-] 1.10
C 30/37 ψc [-] 1.22
C 40/50 ψc [-] 1.41
C 45/55 ψc [-] 1.48
C 50/60 ψc [-] 1.55
safety factor γMp [-] -
tension load - concrete cone failure and splitting
eff . anchorage depth hef [mm] 60 60 95 75 120
spacing concrete cone scr,N [mm] 180 180 285 225 360
edge distance concrete cone ccr,N [mm] 90 90 143 113 180
spacing splitting scr,sp [mm] 300 300 470 300 600
edge distance splitting ccr,sp [mm] 150 150 235 150 300
non-cracked concrete factor ψucr,N [-] 1.40
safety factor γMc [-] 1.50
shear load - steel failure without lever arm
load VRk,s [kN] 13.2 14.6 18.8 23.2 20.8 23.2 27.3 33.7 30.3 33.7
safety factor γMs [-]
shear load - steel failure with lever arm (bending)
bending M0Rk,s [Nm] 30.0 60.0 60.0 105.0 105.0
safety factor γMs [-]
shear load - concrete pryout-failure
factor k [-] 2.0
safety factor γMcp [-] 1.50
shear load - concrete edge failure
eff . length lf [mm] 60 60 95 75 112
eff . diameter dnom [mm] 10 10 12 12 14
safety factor γMc [-] 1.50
Characteristic anchor values for the design in accordance with the CC-Method
493Status 03/2006
B
Table 12: Highbond anchor FHB II (M16 - M24)Anchor type FHB II 16x95 FHB II 16x160 FHB II 20x210 FHB II 24x170
gvz A4 C gvz A4 C gvz A4 C gvz A4 C
minimum thickness of concrete member
minimum thickness hmin [mm] 150 220 280 240
minimum spacings and edge distances in non-cracked and cracked concrete
minimum spacing smin [mm] 50 70 90 80
minimum edge distances cmin [mm 50 70 90 80
tension load - steel failure
load NRk,s [kN] 61.6 96.6 137.6 128.5
safety factor γMs [-] 1.50
tension load - pull-out/pull-through failure
load in non-cracked concrete NRk,p [kN] not decisive
load in cracked concrete NRk,p [kN] not decisive
concrete factor C 12/15 ψc [-] 0.77
C 16/20 ψc [-] 0.89
C 20/25 ψc [-] 1.00
C 25/30 ψc [-] 1.10
C 30/37 ψc [-] 1.22
C 40/50 ψc [-] 1.41
C 45/55 ψc [-] 1.48
C 50/60 ψc [-] 1.55
safety factor γMp [-] -
tension load - concrete cone failure and splitting
eff . anchorage depth hef [mm] 95 160 210 170
spacing concrete cone scr,N [mm] 285 480 630 510
edge distance concrete cone ccr,N [mm] 143 240 315 255
spacing splitting scr,sp [mm] 340 580 630 510
edge distance splitting ccr,sp [mm] 170 290 315 255
non-cracked concrete factor ψucr,N [-] 1.40
safety factor γMc [-] 1.50
shear load - steel failure without lever arm
load VRk,s [kN] 50.8 62.7 56.3 62.7 87.9 97.9 114.2 124.5 141.0
safety factor γMs [-] 1.25
shear load - steel failure with lever arm (bending)
bending M0Rk,s [Nm] 266.0 266.0 519.0 896.0
safety factor γMs [-] 1.25
shear load - concrete pryout-failure
factor k [-] 2.00
safety factor γMcp [-] 1.50
shear load - concrete edge failure
eff . length lf [mm] 95 144 200 170
eff . diameter dnom [mm] 16 18 25 25
safety factor γMc [-] 1.50
Characteristic anchor values for the design in accordance with the CC-Method
494 Status 03/2006
B
Table 13: Resin anchor R (Eurobond)Anchor type R M 8
RG M 8R M 10
RG M 10R M 12
RG M 12R M 16
RG M 16R M 20
RG M 20R M 24
RG M 24R M 27
RG M 27R M 30
RG M 30gvz A4 C gvz A4 C gvz A4 C gzv A4 C gvz A4 C gvz A4 C gvz A4 C gvz A4 C
minimum thickness of concrete member
minimum thickness hmin [mm] 130 140 160 175 220 260 300 330
minimum spacings and edge distances in non-cracked and cracked concrete
minimum spacing smin [mm] 40 45 55 65 85 105 125 140
minimum edge distances cmin [mm] 40 45 55 65 85 105 125 140
tension load - steel failure
load NRk,s [kN] 19.0 25.6 30.2 40.6 43.8 59.0 81.6 109.9 127.4 171.5 183.6 247.1 238.7 321.3 291.7 392.7
safety factor γMs [-] 1.49 1.87 1.50 1.49 1.87 1.50 1.49 1.87 1.50 1.49 1.87 1.50 1.49 1.87 1.50 1.49 1.87 1.50 1.49 1.87 1.50 1.49 1.87 1.50
tension load - pull-out/pull-through failure
load in non-cracked concrete NRk,p [kN]
safety factor γMp [-]
tension load - concrete cone failure and splitting
load in non-cracked concrete N0Rk,c [kN] 15.0 21.1 31.0 47.0 79.9 118.4 156.4 153.3
spacing concrete cone scr,N [mm] 160 180 220 250 340 420 500 560
edge distance concrete cone ccr,N [mm] 80 90 110 125 170 210 250 280
spacing splitting scr,sp [mm] 240 270 330 380 510 630 750 840
edge distance splitting ccr,sp [mm] 120 135 165 190 255 315 375 420
concrete factor C 12/15 ψc [-] 0.70
C 16/20 ψc [-] 0.85
C 20/25 ψc [-] 1.00
C 25/30 ψc [-] 1.03 1.01 1.04
C 30/37 ψc [-] 1.07 1.03 1.10
C 40/50 ψc [-] 1.14 1.07 1.21
C 45/55 ψc [-] 1.17 1.09 1.26
C 50/60 ψc [-] 1.20 1.10 1.30
non-cracked concrete factor ψucr,N [-] 1.40
safety factor γMc [-] 1.80
shear load - steel failure without lever arm
load VRk,s [kN] 9.5 12.8 15.1 20.3 21.9 29.5 40.8 55.0 63.7 85.8 91.8 123.6 119.3 160.7 145.9 196.4
safety factor γMs [-] 1.25 1.56 1.25 1.25 1.56 1.25 1.25 1.56 1.25 1.25 1.56 1.25 1.25 1.56 1.25 1.25 1.56 1.25 1.25 1.56 1.25 1.25 1.56 1.25
shear load - steel failure with lever arm (bending)
bending M0Rk,s [Nm] 19.5 26.2 38.9 52.3 68.1 91.7 173 233 338 454 584 786 866 1165 1170 1574
safety factor γMs [-] 1.25 1.56 1.25 1.25 1.56 1.25 1.25 1.56 1.25 1.25 1.56 1.25 1.25 1.56 1.25 1.25 1.56 1.25 1.25 1.56 1.25 1.25 1.56 1.25
shear load - concrete pryout-failure
factor k [-] 2.0
safety factor γMcp [-] 1.50
shear load - concrete edge failure
eff . length lf [mm] 80 90 110 125 170 210 250 280
eff . diameter dnom [mm] 10 12 14 18 25 28 32 35
safety factor γMc [-] 1.50
Pull-out/pull-through failure is not decisive!
Characteristic anchor values for the design in accordance with the CC-Method
495Status 03/2006
B
Table 14: Injection mortar FIS V / FIS VSAnchor type FIS V
FIS A M 6FIS V
RG M 8FIS V
RG M 10FIS V
RG M 12FIS V
RG M 16FIS V
RG M 20FIS V
RG M 24FIS V
RG M 30gvz A4 C gvz A4 C gvz A4 C gzv A4 C gvz A4 C gvz A4 C gvz A4 C gvz A4 C
minimum thickness of concrete member
minimum thickness hmin [mm] 100 110 120 140 165 220 270 350
minimum spacings and edge distances in non-cracked and cracked concrete
minimum spacing smin [mm] 40 40 45 55 65 85 105 140
minimum edge distances cmin [mm] 40 40 45 55 65 85 105 140
tension load - steel failure
load NRk,s [kN] 10.5 14.1 19.0 25.6 30.2 40.6 43.8 59.0 81.6 109.9 127.4 171.5 183.6 247.1 291.7 392.7
safety factor γMs [-] 1.49 1.87 1.50 1.49 1.87 1.50 1.49 1.87 1.50 1.49 1.87 1.50 1.49 1.87 1.50 1.49 1.87 1.50 1.49 1.87 1.50 1.49 1.87 1.50
tension load - pull-out/pull-through failure
load in non-cracked concrete NRk,p [kN]
safety factor γMp [-]
tension load - concrete cone failure and splitting
load in non-cracked concrete N0Rk,c [kN] 7.3 12.9 18.1 26.6 40.4 54.9 81.4 101.8
spacing concrete cone scr,N [mm] 120 160 180 220 250 340 420 560
edge distance concrete cone ccr,N [mm] 60 80 90 110 125 170 210 280
spacing splitting scr,sp [mm] 120 220 240 330 420 420 520 560
edge distance splitting ccr,sp [mm] 60 110 120 165 210 210 260 280
concrete factor C 12/15 ψc [-] 0.70
C 16/20 ψc [-] 0.85
C 20/25 ψc [-] 1.00
C 25/30 ψc [-] 1.01 1.02
C 30/37 ψc [-] 1.03 1.06
C 40/50 ψc [-] 1.06 1.12
C 45/55 ψc [-] 1.07 1.15
C 50/60 ψc [-] 1.08 1.17
non-cracked concrete factor ψucr,N [-] 1.40
safety factor γMc [-] 1.80
shear load - steel failure without lever arm
load VRk,s [kN] 5.2 7.0 9.5 12.8 15.1 20.3 21.9 29.5 40.8 55.0 63.7 85.8 91.8 123.6 145.9 196.4
safety factor γMs [-] 1.25 1.56 1.25 1.25 1.56 1.25 1.25 1.56 1.25 1.25 1.56 1.25 1.25 1.56 1.25 1.25 1.56 1.25 1.25 1.56 1.25 1.25 1.56 1.25
shear load - steel failure with lever arm (bending)
bending M0Rk,s [Nm] 7.9 10.7 19.5 26.2 38.9 52.3 68.1 91.7 173 233 338 454 584 786 1170 1574
safety factor γMs [-] 1.25 1.56 1.25 1.25 1.56 1.25 1.25 1.56 1.25 1.25 1.56 1.25 1.25 1.56 1.25 1.25 1.56 1.25 1.25 1.56 1.25 1.25 1.56 1.25
shear load - concrete pryout-failure
factor k [-] 2.0
safety factor γMcp [-] 1.50
shear load - concrete edge failure
eff . length lf [mm] 60 80 90 110 125 170 210 280
eff . diameter dnom [mm] 8 10 12 14 18 24 28 35
safety factor γMc [-] 1.50
Pull-out/pull-through failure is not decisive!
Characteristic anchor values for the design in accordance with the CC-Method
496 Status 03/2006
B
Table 15: Injection mortar FIS EMAnchor type FIS EM
RG M 8FIS EM
RG M 10FIS EM
RG M 12FIS EM
RG M 16FIS EM
RG M 20FIS EM
RG M 24FIS EM
RG M 30gvz A4 C gvz A4 C gzv A4 C gvz A4 C gvz A4 C gvz A4 C gvz A4 C
minimum thickness of concrete member
minimum thickness hmin [mm] 110 120 140 165 220 270 350
minimum spacings and edge distances in non-cracked and cracked concrete
minimum spacing smin [mm] 40 45 55 65 85 105 140
minimum edge distances cmin [mm] 40 45 55 65 85 105 140
tension load - steel failure
load NRk,s [kN] 19.0 25.6 30.2 40.6 43.8 59.0 81.6 109.9 127.4 171.5 183.6 247.1 291.7 392.7
safety factor γMs [-] 1.49 1.87 1.50 1.49 1.87 1.50 1.49 1.87 1.50 1.49 1.87 1.50 1.49 1.87 1.50 1.49 1.87 150 1.49 1.87 1.50
tension load - pull-out/pull-through failure
load in non-cracked concrete NRk,p [kN]
safety factor γMp [-]
tension load - concrete cone failure and splitting
load in non-cracked concrete N0Rk,c [kN] 15.1 21.2 31.1 47.1 80.1 118.7 197.9
spacing concrete cone scr,N [mm] 160 180 220 250 340 420 560
edge distance concrete cone ccr,N [mm] 80 90 110 125 170 210 280
spacing splitting scr,sp [mm] 240 270 330 380 510 630 840
edge distance splitting ccr,sp [mm] 120 135 165 190 255 315 420
concrete factor C 12/15 ψc [-] 0.70
C 16/20 ψc [-] 0.85
C 20/25 ψc [-] 1.00
C 25/30 ψc [-] 1.04
C 30/37 ψc [-] 1.10
C 40/50 ψc [-] 1.21
C 45/55 ψc [-] 1.26
C 50/60 ψc [-] 1.30
non-cracked concrete factor ψucr,N [-] 1.40
safety factor γMc [-] 1.80
shear load - steel failure without lever arm
load VRk,s [kN] 9.5 12.8 15.1 20.3 21.9 29.5 40.8 55.0 63.7 85.8 91.8 123.6 145.9 196.4
safety factor γMs [-] 1.25 1.56 1.25 1.25 156 1.25 1.25 1.56 1.25 1.25 1.56 1.25 1.25 1.56 1.25 1.25 1.56 1.25 1.25 1.56 1.25
shear load - steel failure with lever arm (bending)
bending M0Rk,s [Nm] 19.5 26.2 38.9 52.3 88.1 91.7 173 233 338 454 584 786 1170 1574
safety factor γMs [-] 1.25 1.56 1.25 1.25 1.56 1.25 1.25 1.56 1.25 1.25 1.56 1.25 1.25 1.56 1.25 1.25 1.56 1.25 1.25 1.56 1.25
shear load - concrete pryout-failure
factor k [-] 2.0
safety factor γMcp [-] 1.50
shear load - concrete edge failure
eff . length lf [mm] 80 90 110 125 170 210 280
eff . diameter dnom [mm] 10 12 14 18 24 28 35
safety factor γMc [-] 1.50
Pull-out/pull-through failure is not decisive!
Characteristic anchor values for the design in accordance with the CC-Method
497Status 03/2006
B
Table 16: UKA 3 chemical anchor (M8 - M16)Anchor type UKA 3 M 8
ASTA M 8UKA 3 M 10ASTA M 10
UKA 3 M 12ASTA M 12
UKA 3 M 14ASTA M 14
UKA 3 M 16ASTA M 16
gvzfvz A4 S
gvzfvz A4 S
gvzfvz A4 S gvz A4
gvzfvz A4 S
minimum thickness of concrete member
minimum thickness hmin [mm] 130 140 160 170 175
minimum spacings and edge distances in non-cracked and cracked concrete
minimum spacing smin [mm] 40 45 55 60 65
minimum edge distances cmin [mm] 40 45 55 60 65
tension load - steel failure
load NRk,s [kN] 19.0 25.6 30.2 40.6 43.8 59.0 59.8 80.5 81.6 109.9
safety factor γMs [-] 1.49 1.87 1.50 1.49 1.87 1.50 1.49 1.87 1.50 1.49 1.87 1.49 1.87 1.50
tension load - pull-out/pull-through failure
load in non-cracked concrete NRk,p [kN]
safety factor γMp [-]
tension load - concrete cone failure and splitting
load in non-cracked concrete N0Rk,c [kN] 15.0 21.1 31.0 39.5 47.0
spacing concrete cone scr,N [mm] 160 180 220 240 250
edge distance concrete cone ccr,N [mm] 80 90 110 120 125
spacing splitting scr,sp [mm] 240 270 330 360 380
edge distance splitting ccr,sp [mm] 120 135 165 180 190
concrete factor C 12/15 ψc [-] 0.70
C 16/20 ψc [-] 0.85
C 20/25 ψc [-] 1.00
C 25/30 ψc [-] 1.03 1.01 1.04
C 30/37 ψc [-] 1.07 1.03 1.10
C 40/50 ψc [-] 1.14 1.07 1.21
C 45/55 ψc [-] 1.17 1.09 1.26
C 50/60 ψc [-] 1.20 1.10 1.30
non-cracked concrete factor ψucr,N [-] 1.40
safety factor γMc [-] 1.80
shear load - steel failure without lever arm
load VRk,s [kN] 9.5 12.8 15.1 20.3 21.9 29.5 29.9 40.3 40.8 55.0
safety factor γMs [-] 1.25 1.56 1.25 1.25 1.56 1.25 1.25 1.56 1.25 1.25 1.56 1.25 1.56 1.25
shear load - steel failure with lever arm (bending)
bending M0Rk,s [Nm] 19.5 26.2 38.9 52.3 68.1 91.7 108.6 146.2 173 233
safety factor γMs [-] 1.25 1.56 1.25 1.25 1.56 1.25 1.25 1.56 1.25 1.25 1.56 1.25 1.56 1.25
shear load - concrete pryout-failure
factor k [-] 2.0
safety factor γMcp [-] 1.50
shear load - concrete edge failure
eff . length lf [mm] 80 90 110 120 125
eff . diameter dnom [mm] 10 12 14 16 18
safety factor γMc [-] 1.50
Pull-out/pull-through failure is not decisive!
Characteristic anchor values for the design in accordance with the CC-Method
498 Status 03/2006
B
Table 17: UKA 3 chemical anchor (M20 - M30)Anchor type UKA 3 M 20
ASTA M 20UKA 3 M 22ASTA M 22
UKA 3 M 24ASTA M 24
UKA 3 M 27ASTA M 27
UKA 3 M 30ASTA M 30
gvzfvz A4 S gvz A4 gvz A4 S gvz A4 S gvz A4 S
minimum thickness of concrete member
minimum thickness hmin [mm] 220 240 260 300 330
minimum spacings and edge distances in non-cracked and cracked concrete
minimum spacing smin [mm] 85 95 105 125 140
minimum edge distances cmin [mm] 85 95 105 125 140
tension load - steel failure
load NRk,s [kN] 127.4 171.5 157.6 212.1 183.6 247.1 238.7 321.3 291.7 392.7
safety factor γMs [-] 1.49 1.87 1.50 1.49 1.87 1.49 1.87 1.50 1.49 1.87 1.50 1.49 1.87 1.50
tension load - pull-out/pull-through failure
load in non-cracked concrete NRk,p [kN]
safety factor γMp [-]
tension load - concrete cone failure and splitting
load in non-cracked concrete N0Rk,c [kN] 79.9 98.2 118.4 156.4 153.3
spacing concrete cone scr,N [mm] 340 380 420 500 560
edge distance concrete cone ccr,N [mm] 170 190 210 250 280
spacing splitting scr,sp [mm] 510 570 630 750 840
edge distance splitting ccr,sp [mm] 255 285 315 375 420
concrete factor C 12/15 ψc [-] 0.70
C 16/20 ψc [-] 0.85
C 20/25 ψc [-] 1.00
C 25/30 ψc [-] 1.04
C 30/37 ψc [-] 1.10
C 40/50 ψc [-] 1.21
C 45/55 ψc [-] 1.26
C 50/60 ψc [-] 1.30
non-cracked concrete factor ψucr,N [-] 1.40
safety factor γMc [-] 1.80
shear load - steel failure without lever arm
load VRk,s [kN] 63.7 85.8 78.8 106.1 91.8 123.6 119.3 160.7 145.9 196.4
safety factor γMs [-] 1.25 1.56 1.25 1.25 1.56 1.25 1.56 1.25 1.25 1.56 1.25 1.25 1.56 1.25
shear load - steel failure with lever arm (bending)
bending M0Rk,s [Nm] 338 454 464 625 584 786 866 1165 1170 1574
safety factor γMs [-] 1.25 1.56 1.25 1.25 1.56 1.25 1.56 1.25 1.25 1.56 1.25 1.25 1.56 1.25
shear load - concrete pryout-failure
factor k [-] 2.0
safety factor γMcp [-] 1.50
shear load - concrete edge failure
eff . length lf [mm] 170 190 210 250 280
eff . diameter dnom [mm] 25 30 28 32 35
safety factor γMc [-] 1.50
Pull-out/pull-through failure is not decisive!
Characteristic anchor values for the design in accordance with the CC-Method
499Status 03/2006
B
Table 18: UPM 44 Chemical mortarAnchor type UPM 44
ASTA M 8UPM 44
ASTA M 10UPM 44
ASTA M 12UPM 44
ASTA M 16UPM 44
ASTA M 20UPM 44
ASTA M 24UPM 44
ASTA M 30gvzfvz A4 S
gvzfvz A4 S
gvzfvz A4 S
gvzfvz A4 S
gvzfvz A4 S gvz A4 S gvz A4 S
minimum thickness of concrete member
minimum thickness hmin [mm] 110 120 140 165 220 270 350
minimum spacings and edge distances in non-cracked and cracked concrete
minimum spacing smin [mm] 40 45 55 65 85 105 140
minimum edge distances cmin [mm] 40 45 55 65 85 105 140
tension load-steel failureload NRk,s [kN] 19.0 25.6 30.2 40.6 43.8 59.0 81.6 109.9 127.4 171.5 183.6 247.1 291.7 392.7
safety factor γMs [-] 1.49 1.87 1.50 1.49 1.87 1.50 1.49 1.87 1.50 1.49 1.87 1.50 1.49 1.87 1.50 1.49 1.87 1.50 1.49 1.87 1.50
tension load - pull-out/pull-through failure
load in non-cracked concrete NRk,p [kN]
safety factor γMp [-]
tension load - concrete cone failure and splitting
load in non-cracked concrete N0Rk,c [kN] 12.9 18.1 26.6 40.4 54.9 81.4 101.8
spacing concrete cone scr,N [mm] 160 180 220 250 340 420 560
edge distance concrete cone ccr,N [mm] 80 90 110 125 170 210 280
spacing splitting scr,sp [mm] 220 240 330 420 420 520 560
edge distance splitting ccr,sp [mm] 110 120 165 210 210 260 280
concrete factor C 12/15 ψc [-] 0.70
C 16/20 ψc [-] 0.85
C 20/25 ψc [-] 1.00
C 25/30 ψc [-] 1.01 1.02
C 30/37 ψc [-] 1.03 1.06
C 40/50 ψc [-] 1.06 1.12
C 45/55 ψc [-] 1.07 1.15
C 50/60 ψc [-] 1.08 1.17
non-cracked concrete factor ψucr,N [-] 1.40
safety factor γMc [-] 1.80
shear load - steel failure without lever arm
load VRk,s [kN] 9.5 12.8 15.1 20.3 21.9 29.5 40.8 55.0 63.7 85.8 91.8 123.6 145.9 196.4
safety factor γMs [-] 1.25 1.56 1.25 1.25 1.56 1.25 1.25 1.56 1.25 1.25 1.56 1.25 1.25 1.56 1.25 1.25 1.56 1.25 1.25 1.56 1.25
shear load - steel failure with lever arm (bending)
bending M0Rk,s [Nm] 19.5 26.2 38.9 52.3 68.1 91.7 173 233 338 454 584 786 1170 1574
safety factor γMs [-] 1.25 1.56 1.25 1.25 1.56 1.25 1.25 1.56 1.25 1.25 1.56 1.25 1.25 1.56 1.25 1.25 1.56 1.25 1.25 1.56 1.25
shear load - concrete pryout-failure
factor k [-] 2.0
safety factor γMcp [-] 1.50
shear load - concrete edge failure
eff . length lf [mm] 80 90 110 125 170 210 280
eff . diameter dnom [mm] 10 12 14 18 24 28 35
safety factor γMc [-] 1.50
Pull-out/pull-through failure is not decisive!
Characteristic anchor values for the design in accordance with the CC-Method
500 Status 03/2006
B
Table 19: Long-shaft fi xing SXSAnchor type SXS 10 SXS 10 SXS 10
gvz fvz A4
temperature rangeshort term/long term [°C] 30/50 50/80 30/50 50/80 30/50 50/80minimum thickness of concrete member
minimum thickness hmin [mm] 100
minimum spacings and edge distances in non-cracked concrete
minimum spacing smin [mm] 55
minimum edge distances cmin [mm] 60
minimum spacings and edge distances in cracked concrete
minimum spacing smin [mm] 55 - 55
minimum edge distances cmin [mm] 50 - 50
tension load - steel failure
load NRk,s [kN] 16.1 8.1 15.6
safety factor γMs [-] 1.50 1.50 1.50
tension load - pull-out/pull-through failure
load in non-cracked concrete NRk,p [kN] 6.0 4.0 3.0 2.0 6.0 4.0
load in cracked concrete NRk,p [kN] 5.0 3.0 - - 5.0 3.0
concrete factor C 12/15 ψc [-] -
C 16/20 ψc [-] -
C 20/25 ψc [-] 1.00
C 25/30 ψc [-] 1.00
C 30/37 ψc [-] 1.00
C 40/50 ψc [-] 1.00
C 45/55 ψc [-] 1.00
C 50/60 ψc [-] 1.00
safety factor γMp [-] 1.80
tension load - concrete cone failure and splitting
eff . anchorage depth hef [mm] 35 22 35
spacing concrete cone scr,N [mm] 105
edge distance concrete cone ccr,N [mm] 53
spacing splitting scr,sp [mm] 200
edge distance splitting ccr,sp [mm] 100
non-cracked concrete factor ψucr,N [-] 1.40
safety factor γMc [-] 1.80
shear load - steel failure without lever arm
load VRk,s [kN] 12.9 6.5 12.5
safety factor γMs [-] 1.25 1.25 1.25
shear load - steel failure with lever arm (bending)
bending M0Rk,s [Nm] 28,6 14.3 27.7
safety factor γMs [-] 1.25 1.25 1.25
shear load - pull-out
load in non-cracked concrete VRk,p [kN] 9.0 7.5 4.5 3.8 9.0 7.5
load in non-cracked concrete VRk,p [kN] 9.0 7.5 - - 9.0 7.5
safety factor γMp [-] 1.80
shear load - concrete pryout-failure
factor k [-] 2.00
safety factor γMcp [-] 1.50
shear load - concrete edge failure
eff . length lf [mm] 50
eff . diameter dnom [mm] 10
safety factor γMc [-] 1.50
