Post on 26-Feb-2023
HDA - Dimensions
HDA-T cut-out for setting / removal tool, turned through 90° dS1dS2dS3
dB
dC
AFSl
Bl
HDA-P cut-out for setting /removal tool, turned through 90° dS1dS2dS3
dB
dC
AFSl
Bl
Anchor tfix[mm]
lB[mm]
Lengthcode
lS[mm]
AF[mm]
dS1[mm]
dS2[mm]
dS3[mm]
dC[mm]
dB[mm]
HDA-P/PR/PF20-M10*100/20 20 150 I 100 17 19 16.8 18.5 19.5 10 HDA-T/TR/TF 20-M10*100/20 20 150 I 120 17 19 16.8 18.5 19.5 10HDA-P/PR/PF 22-M12*125/30 30 190 L 125 19 21 18.8 20.5 21.4 12 HDA-P/PR/PF 22-M12*125/50 50 210 N 125 19 21 18.8 20.5 21.4 12HDA-T/TR/TF 22-M12*125/30 30 190 L 155 19 21 18.8 20.5 21.4 12 HDA-T /TR/TF22-M12*125/50 50 210 N 175 19 21 18.8 20.5 21.4 12HDA-P/PR/PF 30-M16*190/40 40 275 R 190 24 29 26 29 29 16 HDA-P/PR/PF 30-M16*190/60 60 295 S 190 24 29 26 29 29 16HDA-T/TR/TF 30-M16*190/40 40 275 R 230 24 29 26 29 29 16 HDA-T/TR/TF 30-M16*190/60 60 295 S 250 24 29 26 29 29 16HDA-P 37-M20*250/50 50 360 V 350 30 35 32 35 36 20 HDA-P 37-M20*250/100 100 410 X 250 30 35 32 35 36 20HDA-T 37-M20*250/50 50 360 V 300 30 35 32 35 36 20 HDA-T 37-M20*250/100 100 410 X 350 30 35 32 35 36 20
HDA - Dimensions
Stop bit
Stop bit t [mm] d0 [mm] connection end TE-C-HDA-B 20*100 107 20 TE-C TE-C-HDA-B 20*120 127 20 TE-C TE-C-HDA-B 22*125 134.5 22 TE-C TE-C-HDA-B 22*155 164.5 22 TE-C TE-C-HDA-B 22*175 184.5 22 TE-C TE-Y-HDA-B 30*190 203 30 TE-Y TE-Y-HDA-B 30*230 243 30 TE-Y TE-Y-HDA-B 30*250 263 30 TE-Y TE-Y-HDA-B 37*250 261 37 TE-Y TE-Y-HDA-B 37*300 311 37 TE-Y TE-Y-HDA-B 37*350 361 37 TE-Y
Setting tool connection end
d
Setting tool d0 [mm] connection end TE-C-HDA-ST 20-M10 20 TE-C TE-C-HDA-ST 22-M12 22 TE-C TE-Y-HDA-ST 30-M16 30 TE-Y TE-Y-HDA-ST 37-M20 37 TE-Y
working length, t connection end
Ø d0
HIT-RE 500 injection adhesive with rebar
Issue 2005 245
3
Features: - base material: concrete
- injection system with high loading capacity
- good performance in diamond drilled holes
- good performance in wet holes
- suitable for water saturated concrete
- large diameter applications
- long working time at elevated temperatures
- odourless epoxy resin
- no expansion forces in base material
- small edge distance and anchor spacing
- clean and easy handling
Material:
Rebar:
- Type BSt 500 according to DIN 488 (See also
Euronorm 82-79.). For differing rebars, consult
your Hilti advisory service.
Cartridge:- Foil pack: 330 ml, 500ml
- Jumbo cartridge: 1100 ml
Dispenser:- MD2000, BD2000, P3000 F, MD2500, P3500 F, P5000 HY, HIT P-8000 D
Basic loading data (for a single anchor): HIT-RE 500 with rebar section
All data on this section applies to For detailed method, see page 248– 253. concrete: See table below. correct setting (See setting operations page 247) no edge distance, spacing and other influences
Rebar embedment depth [mm]: concrete = C20/25
Rebar diameter [mm] 8 10 12 14 16 20 25 28 32 36 40
Nominal anch. depth 80 90 110 125 125 170 210 270 300 330 360
Mean ultimate resistance, Ru,m [kN]: concrete = C20/25
Rebar diameter [mm] 8 10 12 14 16 20 25 28 32 36 40
Tensile, Concrete: NRu,m 33.4 46.9 68.8 91.3 104.3 177.3 273.8 344.4 407.2 462.2 515.7 Tensile, Steel: NRu,m 29.9 46.7 67.2 91.4 119.4 186.6 291.6 365.8 477.7 604.6 746.4 Shear, VRu,m 17.9 28.1 40.4 55.0 71.8 112.3 175.0 219.2 286.3 384.5 447.9
Characteristic resistance, Rk [kN]: concrete = C20/25
Rebar diameter [mm] 8 10 12 14 16 20 25 28 32 36 40
Tensile, Concrete: NRk 25.1 35.3 51.8 68.7 78.5 133.5 206.2 258.9 304.6 347.1 389.1 Tensile, Steel: NRk 25.1 39.3 56.5 77.0 100.5 157.1 245.4 307.9 402.1 508.9 628.3 Shear, VRk 16.7 26.0 37.4 50.9 66.5 104.0 162.0 203.0 265.1 356.0 414.6
HIT-RE 500 foil pack, mixer
Rebar section
Concrete Close edge distance / spacing
Fireresistance
Hilti Anchor programme
non-cracked concrete
246 Issue 2005
HIT-RE 500 injection adhesive with rebar
h1
h
d0
0 d /
Following values according to the
Concrete Capacity Method
Design resistance, Rd [kN]: concrete, fck,cube = 25 N/mm2
Rebar diameter [mm] 8 10 12 14 16 20 25 28 32 36 40
Tensile, NRd 13.9 19.7 28.8 38.2 43.7 74.2 114.5 143.9 169.2 192.8 216.1 Shear, VRd 11.1 17.3 24.9 33.9 44.3 69.3 108.0 135.3 176.7 237.3 276.4
Recommended load, Lrec [kN]: concrete, fck,cube = 25 N/mm2
Rebar diameter [mm] 8 10 12 14 16 20 25 28 32 36 40
Tensile, NRec 9.9 14.1 20.6 27.3 31.2 53.0 81.8 102.8 120.9 137.7 154.4 Shear, VRec 7.9 12.4 17.8 24.2 31.6 49.5 77.1 96.6 126.2 169.5 197.4
Setting details
Rebar diameter [mm] 8 10 12 14 16 20 25 28 32 36 40
d0 [mm] Drill bit diameter 10-12 12-14 16-18 18-20 20-22 25-28 30-32 35-37 39-42 42-48 48-52
h1 [mm] Hole depth 82 93 115 130 130 175 215 275 305 335 365
hnom [mm] Nominal anchorage depth 80 90 110 125 125 170 210 270 300 330 360
hmin [mm] Min. thickness of base material
100 120 140 170 170 220 270 340 380 410 450
ml 3-6 4-9 13-20 17-25 19-29 40-64 60-84 118-155 162 147 206 Filling volume1)
trigger pulls 1 1-2 2-4 3-5 4-6 8-13 12-17 24-31 32 30 41
TE- 1..18M 5..18M 15..35 25..55 35..55 55..76 55..76 55..76 55..76 55..76 55..76 Recommended drilling
system Diamond drill. DD EC-1, DD 100 DD 100, DD 130, DD 160 1) Holes must be filled approx. 2/3 rds.
Temprature of the basematerial:
Working time in which rebar can be inserted and adjusted
Curing time before rebar can be fully loaded
40°C30°C20°C10°C0°C-5°C
12 min. 20 min. 30 min. 2 hours 3 hours 4 hours
4 hours 8 hours 12 hours 24 hours 50 hours 72 hours
less than -5°C “not allowed”
The foil pack temperature must be at least +5°C.
Installation equipment
appropriate drill bit (diamond core bit) dispenser (MD 2000, BD 2000, P3000 F, P5000 HY, HIT P-8000 D) blow-out pump cleaning brushes
min
hnom
HIT-RE 500 injection adhesive with rebar
248 Issue 2005
Anchor geometry and mechanical properties
Rebar [mm] 8 10 12 14 16 20 25 28 32 36 40
[mm] Nominal rebar diameter 8 10 12 14 16 20 25 28 32 36 40
As [mm²] Stressed cross-section 50.3 78.5 113.1 153.9 201.1 314.2 490.9 615.8 804.2 1017.9 1256.6
fuk [N/mm²]Nominal tensile strength
550
fyk [N/mm²] Yield strength 500
Detailed design method - Hilti CC
Caution: In view of the high loads transferable with HIT-RE 500, it must be verified by the user that the load acting on the concrete structure, including the loads introduced by the anchor fastening, do not cause failure, e.g. cracking, of the concrete structure.
TENSION
The design tensile resistance of a single anchor is the lower of
NRd,c : concrete cone/pull-out resistance
NRd,s : steel resistance
NRd,c: Concrete cone/pull-out resistance
W.satTempNR,NA,NB,To
cRd,cRd, ffffffNN
N0Rd,c: Concrete cone/pull-out resistance
concrete compressive strength, fck,cube = 25 N/mm2
Rebar [mm] Ø8 Ø10 Ø12 Ø14 Ø16 Ø20 Ø25 Ø28 Ø32 Ø36 Ø40
NoRd,c
1)[kN] Concrete 13.9 19.7 28.8 38.2 43.7 74.2 114.5 143.9 169.2 192.8 216.1
hnom [mm] Nominal anchorage depth 80 90 110 125 125 170 210 270 300 330 360 1) The design tensile resistance is calculated from the characteristic tensile resistance, No
Rk,c , by NoRd,c= No
Rk,c/ Mc,N, where the partial safety factor, Mc,N , is 1.8.
(The Hilti CC method is a simplified version of ETAG Annex C.)
anchorage depth addtional lengthaccording to application
d
N
cs
h
rec,c/s
HIT-RE 500 injection adhesive with rebar
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fT: Influence of anchorage depth
fB,N: Influence of concrete strength
Concrete strength designation(ENV 206)
Cylinder compressive strength,
fck,cyl [N/mm²]
Cube compressive strength,
fck,cube [N/mm²] fB,N
C20/25 20 25 1
C25/30 25 30 1.03
C30/37 30 37 1.06
C35/45 35 45 1.10
C40/50 40 50 1.13
C45/55 45 55 1.15
C50/60 50 60 1.18
Concrete cylinder: Height 30cm
Diameter 15cm
Concrete cube: side length 15 cm
Concrete test specimen geometry
fA,N: Influence of anchor spacing
Rebar size Anchorspacing,s [mm] Ø8 Ø10 Ø12 Ø14 Ø16 Ø20 Ø25 Ø28 Ø32 Ø36 Ø40
40 0.63 45 0.64 0.63 50 0.66 0.64 55 0.67 0.65 0.63 60 0.69 0.67 0.64 65 0.70 0.68 0.65 0.63 0.63 70 0.72 0.69 0.66 0.64 0.64 80 0.75 0.72 0.68 0.66 0.66 90 0.78 0.75 0.70 0.68 0.68 0.63
100 0.81 0.78 0.73 0.70 0.70 0.65 120 0.88 0.83 0.77 0.74 0.74 0.68 0.64 140 0.94 0.89 0.82 0.78 0.78 0.71 0.67 0.63 160 1.00 0.94 0.86 0.82 0.82 0.74 0.69 0.65 0.63 180 1.00 0.91 0.86 0.86 0.76 0.71 0.67 0.65 0.64 0.63 200 0.95 0.90 0.90 0.79 0.74 0.69 0.67 0.65 0.64 220 1.00 0.94 0.94 0.82 0.76 0.70 0.68 0.67 0.65 250 1.00 1.00 0.87 0.80 0.73 0.71 0.69 0.67 280 0.91 0.83 0.76 0.73 0.71 0.69 310 0.96 0.87 0.79 0.76 0.73 0.72 340 1.00 0.90 0.81 0.78 0.76 0.74 390 0.96 0.86 0.83 0.80 0.77 420 1.00 0.89 0.85 0.82 0.79 450 0.92 0.88 0.84 0.81 480 0.94 0.90 0.86 0.83 540 1.00 0.95 0.91 0.88 600 1.00 0.95 0.92 660 1.00 0.96 720 1.00
nom
actT
h
hf Limits to actual anchorage, hact: hnom hact 2.0 hnom
200
25f1f cube,ck
N,B
Limits: 25 N/mm² fck,cube 60 N/mm²
nomN,A
h4
s5.0f
Limits: smin s scr,N
smin = 0,5hnom
scr,N = 2,0hnom
HIT-RE 500 injection adhesive with rebar
250 Issue 2005
fR,N: Influence of edge distance
Rebar size Edgedistance,c [mm] Ø8 Ø10 Ø12 Ø14 Ø16 Ø20 Ø25 Ø28 Ø32 Ø36 Ø40
40 0.64 45 0.69 0.64 50 0.73 0.68 55 0.78 0.72 0.64 60 0.82 0.76 0.67 65 0.87 0.80 0.71 0.65 0.65 70 0.91 0.84 0.74 0.68 0.68 80 1.00 0.92 0.80 0.74 0.74 90 1.00 0.87 0.80 0.80 0.66
100 0.93 0.86 0.86 0.70 110 1.00 0.91 0.91 0.75 0.66 120 0.97 0.97 0.79 0.69 140 1.00 1.00 0.87 0.76 0.65 160 0.96 0.83 0.71 0.66 180 1.00 0.90 0.76 0.71 0.67 0.64 210 1.00 0.84 0.78 0.74 0.70 240 0.92 0.86 0.80 0.76 270 1.00 0.93 0.87 0.82 300 1.00 0.93 0.88 330 1.00 0.94 360 1.00
fTemp: Influence of base material temperature
Anchor setting: The Hilti HIT-RE 500 bond strength reduces when the anchor is set, cures and in service in a base material temperature range from –5 to +5°C. Hilti HIT-RE 500 adhesive shows a post curing effect. When the adhesive warms up to above +5°C, the bond will reach its full performance.
Service life: Base material temperatures above 50°C will lead to a decrease in Hilti HIT-RE 500 bond strength.
Base material temperature
fTemp
anchorsetting
ftemp
service life
-5 °C 0.8 1.0 0 °C 0.9 1.0 5°C 1.0 1.0
50°C - 1.0 60 °C - 0.85 70 °C - 0.62 80 °C - 0.5
Note:In case of an anchor fastening, which is made in base material at a temperature below +5°C and in service at a temperature over 50°C, only one influencing factor of the lower value should be applied.
fW.sat: Influence of water saturated concrete
0.7fW.sat
Note:The reduction shall only be applied, if the anchor is setted into water-saturated concrete, e.g. concrete members in water, filled water tanks, predrilled holes filled with water for more than 3 days. The reduction does not apply, if the concrete is subjected to short term water influence, e.g. diamond-cored holes.
nomN,R
h
c72.028.0f
Limits cmin c ccr,N
cmin= 0,5 hnom
ccr,N= 1,0 hnom
Note: If more than 3 edgesare smaller than ccr,N , consult your Hilti technical advisoryservice.
HIT-RE 500 injection adhesive with rebar
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NRd,s: Steel design tensile resistance
Rebar [mm] Ø8 Ø10 Ø12 Ø14 Ø16 Ø20 Ø25 Ø28 Ø32 Ø36 Ø40
NRd,s1) [kN] 20.9 32.7 47.1 64.1 83.8 130.9 204.5 256.6 335.1 424.1 523.6
1) The design tensile resistance is calculated from the characteristic tensile resistance, NRk,s , by NRd,s= As fuk/ Ms,N, where the partial safety factor, Ms,N , for rebar sections, type BSt 500, is 1.32.
NRd: System design tensile resistance
NRd = lower of NRd,c and NRd,s
Combined loading: Only if tensile load and shear load applied (See page 31 and section 4 “Examples”).
Detailed design method - Hilti CC
SHEAR
The design shear resistance of a single anchor is the lower of
VRd,c : concrete edge resistance
VRd,s : steel resistance
VRd,c: Concrete edge design resistance
The lowest concrete edge design resistance must be calculated. All near edges must be checked (not only the edge in the direction of shear). The direction of shear load is accounted for by the factor f ,V.
V,V,ARV,B0
c,Rdc,Rd fffVV
V0Rd,c: Concrete edge design resistance
concrete compressive strength, fck,cube = 25 N/mm2
at minimum edge distance minc
Rebar [mm] Ø8 Ø10 Ø12 Ø14 Ø16 Ø20 Ø25 Ø28 Ø32 Ø36 Ø40
VoRd,c
1) [kN] 2.0 3.6 5.0 7.1 7.3 12.5 18.8 30.2 37.7 45.0 54.0
cmin [mm] Min. edge distance 40 45 55 65 65 85 105 135 150 165 180 1) The design shear resistance is calculated from the characteristic shear resistance, Vo
Rk,c , by VoRd,c= Vo
Rk,c/ Mc,V, where the partial safety factor, Mc,V , is 1.5.
(The Hilti CC method is a simplified version of ETAG Annex C.)V
cs
rec,c/sc >1.5c2
c >1.5c2
h>1.5c
Note: If the conditions for h and c2 are not met, consult your Hilti technical advisory service.
HIT-RE 500 injection adhesive with rebar
252 Issue 2005
fB,V: Influence of concrete strength
Concrete strength designation(ENV 206)
Cylinder compressive strength,
fck,cyl [N/mm²]
Cube compressive strength,
fck,cube [N/mm²] fB,V
C20/25 20 25 1
C25/30 25 30 1.1
C30/37 30 37 1.22
C35/45 35 45 1.34
C40/50 40 50 1.41
C45/55 45 55 1.48
C50/60 50 60 1.55
Concrete cylinder:
Height 30cm,
Diameter 15cm
Concrete cube:
side length 15 cm
Concrete test specimen geometry
fAR,V: Influence of edge distance and spacing
c/cminfAR,V 1.0 1.2 1.4 1.6 1.8 2.0 2.2 2.4 2.6 2.8 3.0 3.2 3.4 3.6 3.8 4.0
Single-anchor with edge influence, 1.00 1.31 1.66 2.02 2.41 2.83 3.26 3.72 4.19 4.69 5.20 5.72 6.27 6.83 7.41 8.00
s/cmin 1.0 0.67 0.84 1.03 1.22 1.43 1.65 1.88 2.12 2.36 2.62 2.89 3.16 3.44 3.73 4.03 4.331.5 0.75 0.93 1.12 1.33 1.54 1.77 2.00 2.25 2.50 2.76 3.03 3.31 3.60 3.89 4.19 4.502.0 0.83 1.02 1.22 1.43 1.65 1.89 2.13 2.38 2.63 2.90 3.18 3.46 3.75 4.05 4.35 4.672.5 0.92 1.11 1.32 1.54 1.77 2.00 2.25 2.50 2.77 3.04 3.32 3.61 3.90 4.21 4.52 4.833.0 1.00 1.20 1.42 1.64 1.88 2.12 2.37 2.63 2.90 3.18 3.46 3.76 4.06 4.36 4.68 5.003.5 1.30 1.52 1.75 1.99 2.24 2.50 2.76 3.04 3.32 3.61 3.91 4.21 4.52 4.84 5.174.0 1.62 1.86 2.10 2.36 2.62 2.89 3.17 3.46 3.75 4.05 4.36 4.68 5.00 5.334.5 1.96 2.21 2.47 2.74 3.02 3.31 3.60 3.90 4.20 4.52 4.84 5.17 5.505.0 2.33 2.59 2.87 3.15 3.44 3.74 4.04 4.35 4.67 5.00 5.33 5.675.5 2.71 2.99 3.28 3.57 3.88 4.19 4.50 4.82 5.15 5.49 5.836.0 2.83 3.11 3.41 3.71 4.02 4.33 4.65 4.98 5.31 5.65 6.006.5 3.24 3.54 3.84 4.16 4.47 4.80 5.13 5.47 5.82 6.177.0 3.67 3.98 4.29 4.62 4.95 5.29 5.63 5.98 6.337.5 4.11 4.43 4.76 5.10 5.44 5.79 6.14 6.508.0 4.57 4.91 5.25 5.59 5.95 6.30 6.678.5 5.05 5.40 5.75 6.10 6.47 6.839.0 5.20 5.55 5.90 6.26 6.63 7.009.5 5.69 6.05 6.42 6.79 7.17
10.0 6.21 6.58 6.95 7.3310.5 6.74 7.12 7.5011.0 7.28 7.6711.5 7.8312.0 8.00
25
ff cube,ck
V,B
Limits: 25 N/mm2 fck,cube 60 N/mm2
These results are for a two-anchor fastening. For fastenings with two or more anchors, use the general formulae for n anchors.
HIT-RE 500 injection adhesive with rebar
Issue 2005 253
3
ccs
ss
2,2
1
2
3
n-1sc2,1
h >1,5 c
Note: It is assumed that only the row of anchors closest to the free concrete edge carries the centric shear load.
fAR,V: Influence of edge distance and spacing
Formula for single-anchor fastening influenced only by 1 edge
minminV,AR
c
c
c
cf
Formula for two-anchors fastening (edge plus 1 spacing) only valid for s < 3c
minminV,AR
c
c
c6
sc3f
General formula for n-anchor fastening (edge plus n-1 spacing) only valid when s1 and sn-1 are each < 3c and c2 > 1.5c
minmin
1n21V,AR c
c
cn3
s...ssc3f
f ,V : Influence of loading direction
Angle, ß [°] f ,V
0 to 55 1
60 1.1
70 1.2
80 1.5
90 to 180 2
VRd,s : Steel design shear resistance
Rebar [mm] Ø8 Ø10 Ø12 Ø14 Ø16 Ø20 Ø25 Ø28 Ø32 Ø36 Ø40
VRd,s1) [kN] 11.1 17.3 24.9 33.9 44.3 69.3 108.0 135.3 176.7 237.3 276.4
1) The steel design shear resistance is calculated from VRd,s= (0,6 As fuk)/ Ms,V. The partial safety factor, Ms,V , for rebar sections, type BSt 500, is 1.5.
VRd : System design shear resistance
VRd = lower of VRd,c and VRd,s
Combined loading: Only if tensile load and shear load applied (See page 31 and section 4 “Examples”).
1fV,
ßsin5,0ßcos
1f
V,
2fV,
for 0° ß 55°
for 55° < ß 90°
for 90° < ß 180°
Formulae:V ... applied shear force
results tabulatedbelow
HSL-3 heavy duty anchor
52
Features: - suitable for the tension zone - high loading capacity - force-controlled expansion - reliable pull-down of part fastened - no rotation in hole when tightening bolt
Bolt Material:- grade 8.8 acc. DIN EN ISO 898-1 galvanised to min. 5 microns
Versions:HSL-3 - bolt HSL-3-G - nut HSL-3-B - safety cap (automatic torque control) HSL-3-SK - countersunk head HSL-3-SH - socket head
Basic loading data (for a single anchor): HSL-3 / HSL-3-B / HSL-3-SH*/ HSL-3-SK*
All data on this page applies to � concrete: as specified in the table � no edge distance and spacing influence � correct setting (See setting operations page 56)� steel failure
For detailed design method, see pages 57 – 61.
Mean ultimate resistance, Ru,m [kN]: concrete � C20/25
Anchor size �� M8 M10 M12 M16 M20 M24 M8 M10 M12 M16 M20 M24Tensile NRu,m 28.4 37.7 53.4 71.3 100.6 133.1 20.3 26.9 38.1 50.9 71.8 95.0 Shear VRu,m 43.0 63.5 88.9 128.6 160.6 239.7 43.0 63.5 88.9 128.6 160.6 239.7
Characteristic resistance, Rk [kN]: concrete � C20/25
Anchor size � M8 M10 M12 M16 M20 M24 M8 M10 M12 M16 M20 M24Tensile NRk 23.4 29.5 36.1 50.4 70.4 92.6 16.7 21.1 25.8 36.0 50.3 66.1 Shear VRk 31.1 49.2 71.7 101.1 141.9 177.4 31.1 49.2 71.7 101.1 141.9 177.4
* HSL-3-SH, HSL-3-SK is only available up to M12
HSL-3
HSL-3-G
HSL-3-B
HSL-3-SK
HSL-3-SH
Concrete Tensile zone
Fire resistance
Hilti Anchor Programme
Close edge distance/ spacing
Fatigue Shock
cracked concrete non-cracked concrete
HSL-3 heavy duty anchor
53
Following values according to the:
Concrete Capacity Method
Design resistance, Rd [kN]: concrete fck,cube = 25 N/mm2
Anchor size � M8 M10 M12 M16 M20 M24 M8 M10 M12 M16 M20 M24Tensile NRd 15.6 19.7 24.1 33.6 46.9 61.7 6.7 10.7 17.2 24.0 33.5 44.1 Shear VRd 24.9 39.4 57.4 80.9 113.5 141.9 24.9 39.4 57.4 80.9 113.5 141.9
Recommended load, Lrec [kN]: concrete fck,cube = 25 N/mm2
Anchor size � M8 M10 M12 M16 M20 M24 M8 M10 M12 M16 M20 M24Tensile NRec 11.1 14.0 17.2 24.0 33.5 44.1 4.8 7.6 12.3 17.1 24.0 31.5 Shear VRec 17.8 28.1 41.0 57.8 81.1 101.4 17.8 28.1 41.0 57.8 81.1 101.4
Basic loading data (for a single anchor): HSL-3 G
All data on this section applies to � concrete: as specified in the table � no edge distance and spacing influence � correct setting (See setting operations page 56) � steel failure � For detailed design method, see pages 56 – 60.
Characteristic resistance, Rk [kN]: concrete � C20/25
Anchor size �� M8 M10 M12 M16 M20 M8 M10 M12 M16 M20Tensile NRk 23.4 29.5 36.1 50.4 70.4 16.7 21.1 25.8 36.0 50.3 Shear VRk 26.1 34.8 54.3 85.7 141.9 26.1 34.8 54.3 85.7 141.9
Following values according the:
Concrete Capacity Method
Design resistance, Rd [kN]: concrete fck,cube= 25 N/mm2
Anchor size � M8 M10 M12 M16 M20 M8 M10 M12 M16 M20Tensile NRd 15.6 19.7 24.1 33.6 46.9 6.7 10.7 17.2 24.0 33.5 Shear VRd 20.9 27.8 43.4 68.6 113.5 20.9 27.8 43.4 68.6 113.5
Recommended load Lrec [kN]: fck,cube= 25 N/mm2
Anchor size � M8 M10 M12 M16 M20 M8 M10 M12 M16 M20Tensile NRec 11.1 14.0 17.2 24.0 33.5 4.8 7.6 12.3 17.1 24.0 Shear VRec 14.9 19.9 31.0 49.0 81.1 14.9 19.9 31.0 49.0 81.1
Installation equipment
Rotary hammer (TE1, TE2, TE5, TE6, TE6A, TE15, TE15-C, TE18-M, TE35, TE55, TE76), hammer, torque wrench, blow out pump.
cracked concrete non-cracked concrete
HSL-3 heavy duty anchor
56
Setting details HSL-3
Anchor size M8/ tfix M10/ tfix M12/ tfix M16/ tfix M20/ tfix M24/ tfix
tfix [mm] Fastenable thickness (small/medium/large) 1) 5/20/40 5/20/40 5/25/50 10/25/50 10/30/60 10/30/60
d0 [mm] Nominal diameter of drill hole 12 15 18 24 28 32
[mm] Diameter of drill bit � 12.5 � 15.5 � 18.5 � 24.55 � 28.55 � 32.7 h1 [mm] Depth of drill hole 80 90 105 125 155 180
hef [mm] Effective anchorage depth 60 70 80 100 125 150
l [mm] Anchor length 2)
tfix small tfix medium tfix large
8398118
95110130
111131156
138153178
163183213
185205235
[mm] Head height and washer 7.5 10 11 14 17 19
dw [mm] Washer diameter 20 25 30 40 45 50
hmin [mm] Min. base material thickness 120 140 160 200 250 300
df [mm] Clearance hole 14 17 20 26 31 35
SW [mm] Width across 13 17 19 24 30 36
Tinst [Nm] Torque moment 25 50 80 120 200 250
HSL-3-SH
Anchor size M8/ tfix M10/ tfix M12/ tfix
tfix [mm] Fastenable thickness 1) 5 20 25
d0 [mm] Nominal diameter of drill hole 12 15 18
[mm] Diameter of drill bit � 12,5 � 15,5 � 18,5 h1 [mm] Depth of drill hole 85 95 110
hef [mm] Effective anchorage depth 60 70 80
l [mm] Anchor length 2) 88 120 142
[mm] Head height and washer 10 13 15
dw [mm] Washer diameter 20 25 30
hmin [mm] Min. base material thickness 120 140 160
df [mm] Clearance hole 14 17 20
SW [mm] Width across 6 8 10
Tinst [Nm] Torque moment 20 35 60
HSL-3-SK
Anchor size M8/ tfix M10/ tfix M12/ tfix
tfix [mm] Fastenable thickness (small/ /large) 1) 10/20 20 25
d0 [mm] Nominal diameter of drill hole 12 15 18
[mm] Diameter of drill bit � 12,5 � 15,5 � 18,5 h1 [mm] Depth of drill hole 80 90 105
hef [mm] Effective anchorage depth 60 70 80
l [mm] Anchor length 2) 80/90 100 120
hmin [mm] Min. base material thickness 120 140 160
df [mm] Clearance hole 14 17 20
SW [mm] Size of hexagon socket screw key 6 8 10
Tinst [Nm] Torque moment 25 50 80
1) Other tfix possible 2) Other anchor length possible according to other tfix
1) Other tfix possible 2) Other anchor length possible according to other tfix
HSL-3 heavy duty anchor
56
HSL-3-G
Anchor size M8/ tfix M10/ tfix M12/ tfix M16/ tfix M20/ tfix
tfix [mm] Fastenable thickness (small/medium/large/ 100 mm) 1) 5/20/40/ 100
5/20/40/100
5/25/50/100
10/25/50/100
10/30/60/100
d0 [mm] Nominal diameter of drill hole 12 15 18 24 28 [mm] Diameter of drill bit � 12,5 � 15,5 � 18,5 � 24,55 � 28,55
h1 [mm] Depth of drill hole 80 90 105 125 155
hef [mm] Effective anchorage depth 60 70 80 100 125
l [mm] Anchor length 2)
tfix small tfix medium tfix large tfix = 100 mm
87102122182
100115135195
119139164214
148163188238
170190220260
[mm] Head height and washer 8 11 13 17 20
dw [mm] Washer diameter 20 25 30 40 45
hmin [mm] Min. base material thickness 120 140 160 200 250 df [mm] Clearance hole (through setting) 14 17 20 26 31 df [mm] Clearance hole (only threaded rod carries the load) 9 12 14 18 22
SW [mm] Width across 13 17 19 24 30
Tinst [Nm] Torque moment 20 35 60 80 160
1) Other tfix possible 2) Other anchor length possible according to other tfix
HSL-3 heavy duty anchor
56
HSL-3-B
Anchor size M12/ tfix M16/ tfix M20/ tfix M24/ tfix
tfix [mm] ( small / medium / large) 1) 5/25/50 10/25/50 10/30/60 10/30/60
d0 [mm] Nominal diameter of drill hole 18 24 28 32
[mm] Diameter of drill bit � 18.5 � 24.55 � 28.55 � 32.7 h1 [mm] Depth of drill hole 105 125 155 180
hef [mm] Effective anchorage depth 80 100 125 150
l [mm] Anchor length 2)
tfix small tfix medium tfix large
117137162
144159184
169189219
191211241
[mm] Head height and washer 16.5 19.5 22.5 24.5
dw [mm] Washer diameter 30 40 45 50
hmin [mm] Min. base material thickness 160 200 250 300
df [mm] Clearance hole 20 26 31 35
SW [mm] Width across 24 30 36 41
Tinst [Nm] Torque moment - - - -
1) Other tfix possible 2) Other anchor length possible according to other tfix
hmin
h1
hef
Tinst.
tfix
HSL-3 heavy duty anchor
57
Setting operations
1 2 3 4
Drill hole. Blow out dust and fragments. Install anchor. Apply tightening torque (for HSL-3-B: no torque wrench is
needed)
Anchor mechanical properties
Anchor size M8 M10 M12 M16 M20 M24
fuk [N/mm2] Nominal tensile strength 800 800 800 800 830 830
fyk [N/mm2] Yield strength 8.8 640 640 640 640 640 640
As [mm2] Stressed crossed-section 36.6 58.0 84.3 157.0 245.0 353.0
W [mm2] Elastic moment of resistance 30 60 105 266 519 898
Mrec [Nm] Recommended bending moment without sleeve 12.5 24.9 43.7 111.0 216.4 374.2
Detailed design method - Hilti CC
TENSIONThe tensile design resistance of a single anchor is the lower of,
NRd,p : concrete pull-out resistance NRd,c : concrete cone resistance NRd,s : steel resistance
NRd,p : Pull-out resistancePull-out failure mode is only determinating for the anchor sizes M8 and M10 in cracked concrete
Bo
p,Rdp,Rd fNN ��
� Concrete compressive strength. fck.cube(150) = 25 N/mm2
Anchor size M8 M10
N0Rd,p
1) [kN] cracked concrete 6.7 10.7 1) The tensile design resistance is calculated from the tensile characteristic resistance No
Rk,p by NoRd,p= No
Rk,p/�Mp, where the partial safety factor �Mp is equal to 1.8 for M8 and 1.5 for M10.
N
c s
h
rec,c/s
(The Hilti CC-Method is a simplified Version of ETAG Annex C)
HSL-3 heavy duty anchor
60
NRd,c : Concrete cone resistance
N0Rd,c : Design concrete cone resistance
� Concrete compressive strength. fck.cube(150) = 25 N/mm2
Anchor size M8 M10 M12 M16 M20 M24N0
Rd,c1) [kN] non-cracked concrete 15.6 19.7 24.1 33.6 46.9 61.7
N0Rd,c
1) [kN] cracked concrete 11.1 14.1 17.2 24.0 33.5 44.1
efh [mm] effective embedment depth 60 70 80 100 125 150 1) The tensile design resistance is calculated from the tensile characteristic resistance No
Rk,c by NoRd,c= No
Rk,c/�Mc,N, where the partial safety factor �Mc,N is equal to 1.5.
fB: Influence of concrete strength Concrete strength
designation(ENV 206)
Cylinder compressive strength
fck,cyl [N/mm²]
Cube compressive strength
fck,cube [N/mm²] fB
C20/25 20 25 1.0 C25/30 25 30 1.1 C30/37 30 37 1.22 C35/45 35 45 1.34 C40/50 40 50 1.41 C45/55 45 55 1.48 C50/60 50 60 1.55
Concrete cylinder: height 30cm, 15cm
diameter
Concrete cube: side length 15cm
Concrete test specimen geometry
fAN: Influence of anchor spacing Anchorspacing
Anchor size
s [mm] M8 M10 M12 M16 M20 M2460 0.67 70 0.69 0.67 80 0.72 0.69 0.67 90 0.75 0.71 0.69
100 0.78 0.74 0.71 0.67 110 0.81 0.76 0.73 0.68 120 0.83 0.79 0.75 0.70 130 0.86 0.81 0.77 0.72 0.67 140 0.89 0.83 0.79 0.73 0.69 150 0.92 0.86 0.81 0.75 0.70 0.67 175 0.99 0.92 0.86 0.79 0.73 0.69 200 0.98 0.92 0.83 0.77 0.72 225 0.97 0.88 0.80 0.75 250 0.92 0.83 0.78 275 0.96 0.87 0.81 300 1.00 0.90 0.83 325 0.93 0.86 350 0.97 0.89 375 1.00 0.92 400 0.94 425 0.97 450 1.00
efAN h6
s5.0f�
�
Limits: N,crmin sss ��
efhNcr,s 3 ��
N,RN,ABo
c,Rdc,Rd fffNN ����
25cubeck,f
Bf �
Limits:25 N/mm2 � fck,cube(150) � 60 N/mm2
HSL-3 heavy duty anchor
60
efRN h
c5.025.0f ��
Limits:cmin � c � ccr,Nccr,N = 1.5hef
fRN: Influence of edge distance
Minimum thickness of concrete member, minimum spacing and minimum edge distance of anchors in cracked and uncracked concrete
Anchor size M8 M10 M12 M16 M20 M24
smin [mm] 60 70 80 100 125 150 Minimum spacing
for c [mm] 100 100 160 240 300 300
cmin [mm] 60 70 80 100 150 150 Minimum edge distance
for s [mm] 100 160 240 240 300 300
Minimum thickness hmin [mm] 120 140 160 200 250 300
Intermediate values by linear interpolation.
NRd,s : Steel design tensile resistance Anchor size M8 M10 M12 M16 M20 M24NRd,s
1) [kN] 19.5 30.9 44.9 83.7 130.7 188.3 1) The tensile design resistance is calculated from the tensile characteristic resistance NRd,s by NRd,s= NRk,s/�Ms, where the partial safety factor �Ms is 1.5.
NRd : System design tensile resistance
NRd = lower of NRd,p , NRd,c and NRd,s
Combined loading: Only if tensile load and shear load applied (See page 32 and section 4 “Examples”).
Detailed design method - Hilti CC
SHEARThe design shear resistance of a single anchor is the lower of,
VRd,c : concrete edge resistance VRd,s : steel resistance
Edge distance Anchor size c [mm] M8 M10 M12 M16 M20 M24
60 0.75 70 0.83 0.75 80 0.92 0.82 0.75 90 1.00 0.89 0.81 100 0.96 0.88 0.75 105 1.00 0.91 0.78 120 1.00 0.85 140 0.95 150 1.00 0.85 0.75 175 0.95 0.83 200 0.92 225 1.00
V
c srec,c/sc >1.5c
2
c >1.5c2
h>1.5c
(The Hilti CC-Method is a simplified Version of ETAG Annex C)
Note: If the conditions for h and c2 are not met, consult your Hilti technical advisory service.
Note: If more than 3 edges are smaller than ccr,Nconsult your Hilti Technical Advisory Service
HSL-3 heavy duty anchor
52
Features: - suitable for the tension zone - high loading capacity - force-controlled expansion - reliable pull-down of part fastened - no rotation in hole when tightening bolt
Bolt Material:- grade 8.8 acc. DIN EN ISO 898-1 galvanised to min. 5 microns
Versions:HSL-3 - bolt HSL-3-G - nut HSL-3-B - safety cap (automatic torque control) HSL-3-SK - countersunk head HSL-3-SH - socket head
Basic loading data (for a single anchor): HSL-3 / HSL-3-B / HSL-3-SH*/ HSL-3-SK*
All data on this page applies to � concrete: as specified in the table � no edge distance and spacing influence � correct setting (See setting operations page 56)� steel failure
For detailed design method, see pages 57 – 61.
Mean ultimate resistance, Ru,m [kN]: concrete � C20/25
Anchor size �� M8 M10 M12 M16 M20 M24 M8 M10 M12 M16 M20 M24Tensile NRu,m 28.4 37.7 53.4 71.3 100.6 133.1 20.3 26.9 38.1 50.9 71.8 95.0 Shear VRu,m 43.0 63.5 88.9 128.6 160.6 239.7 43.0 63.5 88.9 128.6 160.6 239.7
Characteristic resistance, Rk [kN]: concrete � C20/25
Anchor size � M8 M10 M12 M16 M20 M24 M8 M10 M12 M16 M20 M24Tensile NRk 23.4 29.5 36.1 50.4 70.4 92.6 16.7 21.1 25.8 36.0 50.3 66.1 Shear VRk 31.1 49.2 71.7 101.1 141.9 177.4 31.1 49.2 71.7 101.1 141.9 177.4
* HSL-3-SH, HSL-3-SK is only available up to M12
HSL-3
HSL-3-G
HSL-3-B
HSL-3-SK
HSL-3-SH
Concrete Tensile zone
Fire resistance
Hilti Anchor Programme
Close edge distance/ spacing
Fatigue Shock
cracked concrete non-cracked concrete
HSL-3 heavy duty anchor
53
Following values according to the:
Concrete Capacity Method
Design resistance, Rd [kN]: concrete fck,cube = 25 N/mm2
Anchor size � M8 M10 M12 M16 M20 M24 M8 M10 M12 M16 M20 M24Tensile NRd 15.6 19.7 24.1 33.6 46.9 61.7 6.7 10.7 17.2 24.0 33.5 44.1 Shear VRd 24.9 39.4 57.4 80.9 113.5 141.9 24.9 39.4 57.4 80.9 113.5 141.9
Recommended load, Lrec [kN]: concrete fck,cube = 25 N/mm2
Anchor size � M8 M10 M12 M16 M20 M24 M8 M10 M12 M16 M20 M24Tensile NRec 11.1 14.0 17.2 24.0 33.5 44.1 4.8 7.6 12.3 17.1 24.0 31.5 Shear VRec 17.8 28.1 41.0 57.8 81.1 101.4 17.8 28.1 41.0 57.8 81.1 101.4
Basic loading data (for a single anchor): HSL-3 G
All data on this section applies to � concrete: as specified in the table � no edge distance and spacing influence � correct setting (See setting operations page 56) � steel failure � For detailed design method, see pages 56 – 60.
Characteristic resistance, Rk [kN]: concrete � C20/25
Anchor size �� M8 M10 M12 M16 M20 M8 M10 M12 M16 M20Tensile NRk 23.4 29.5 36.1 50.4 70.4 16.7 21.1 25.8 36.0 50.3 Shear VRk 26.1 34.8 54.3 85.7 141.9 26.1 34.8 54.3 85.7 141.9
Following values according the:
Concrete Capacity Method
Design resistance, Rd [kN]: concrete fck,cube= 25 N/mm2
Anchor size � M8 M10 M12 M16 M20 M8 M10 M12 M16 M20Tensile NRd 15.6 19.7 24.1 33.6 46.9 6.7 10.7 17.2 24.0 33.5 Shear VRd 20.9 27.8 43.4 68.6 113.5 20.9 27.8 43.4 68.6 113.5
Recommended load Lrec [kN]: fck,cube= 25 N/mm2
Anchor size � M8 M10 M12 M16 M20 M8 M10 M12 M16 M20Tensile NRec 11.1 14.0 17.2 24.0 33.5 4.8 7.6 12.3 17.1 24.0 Shear VRec 14.9 19.9 31.0 49.0 81.1 14.9 19.9 31.0 49.0 81.1
Installation equipment
Rotary hammer (TE1, TE2, TE5, TE6, TE6A, TE15, TE15-C, TE18-M, TE35, TE55, TE76), hammer, torque wrench, blow out pump.
cracked concrete non-cracked concrete
HSL-3 heavy duty anchor
56
Setting details HSL-3
Anchor size M8/ tfix M10/ tfix M12/ tfix M16/ tfix M20/ tfix M24/ tfix
tfix [mm] Fastenable thickness (small/medium/large) 1) 5/20/40 5/20/40 5/25/50 10/25/50 10/30/60 10/30/60
d0 [mm] Nominal diameter of drill hole 12 15 18 24 28 32
[mm] Diameter of drill bit � 12.5 � 15.5 � 18.5 � 24.55 � 28.55 � 32.7 h1 [mm] Depth of drill hole 80 90 105 125 155 180
hef [mm] Effective anchorage depth 60 70 80 100 125 150
l [mm] Anchor length 2)
tfix small tfix medium tfix large
8398118
95110130
111131156
138153178
163183213
185205235
[mm] Head height and washer 7.5 10 11 14 17 19
dw [mm] Washer diameter 20 25 30 40 45 50
hmin [mm] Min. base material thickness 120 140 160 200 250 300
df [mm] Clearance hole 14 17 20 26 31 35
SW [mm] Width across 13 17 19 24 30 36
Tinst [Nm] Torque moment 25 50 80 120 200 250
HSL-3-SH
Anchor size M8/ tfix M10/ tfix M12/ tfix
tfix [mm] Fastenable thickness 1) 5 20 25
d0 [mm] Nominal diameter of drill hole 12 15 18
[mm] Diameter of drill bit � 12,5 � 15,5 � 18,5 h1 [mm] Depth of drill hole 85 95 110
hef [mm] Effective anchorage depth 60 70 80
l [mm] Anchor length 2) 88 120 142
[mm] Head height and washer 10 13 15
dw [mm] Washer diameter 20 25 30
hmin [mm] Min. base material thickness 120 140 160
df [mm] Clearance hole 14 17 20
SW [mm] Width across 6 8 10
Tinst [Nm] Torque moment 20 35 60
HSL-3-SK
Anchor size M8/ tfix M10/ tfix M12/ tfix
tfix [mm] Fastenable thickness (small/ /large) 1) 10/20 20 25
d0 [mm] Nominal diameter of drill hole 12 15 18
[mm] Diameter of drill bit � 12,5 � 15,5 � 18,5 h1 [mm] Depth of drill hole 80 90 105
hef [mm] Effective anchorage depth 60 70 80
l [mm] Anchor length 2) 80/90 100 120
hmin [mm] Min. base material thickness 120 140 160
df [mm] Clearance hole 14 17 20
SW [mm] Size of hexagon socket screw key 6 8 10
Tinst [Nm] Torque moment 25 50 80
1) Other tfix possible 2) Other anchor length possible according to other tfix
1) Other tfix possible 2) Other anchor length possible according to other tfix
HSL-3 heavy duty anchor
56
HSL-3-G
Anchor size M8/ tfix M10/ tfix M12/ tfix M16/ tfix M20/ tfix
tfix [mm] Fastenable thickness (small/medium/large/ 100 mm) 1) 5/20/40/ 100
5/20/40/100
5/25/50/100
10/25/50/100
10/30/60/100
d0 [mm] Nominal diameter of drill hole 12 15 18 24 28 [mm] Diameter of drill bit � 12,5 � 15,5 � 18,5 � 24,55 � 28,55
h1 [mm] Depth of drill hole 80 90 105 125 155
hef [mm] Effective anchorage depth 60 70 80 100 125
l [mm] Anchor length 2)
tfix small tfix medium tfix large tfix = 100 mm
87102122182
100115135195
119139164214
148163188238
170190220260
[mm] Head height and washer 8 11 13 17 20
dw [mm] Washer diameter 20 25 30 40 45
hmin [mm] Min. base material thickness 120 140 160 200 250 df [mm] Clearance hole (through setting) 14 17 20 26 31 df [mm] Clearance hole (only threaded rod carries the load) 9 12 14 18 22
SW [mm] Width across 13 17 19 24 30
Tinst [Nm] Torque moment 20 35 60 80 160
1) Other tfix possible 2) Other anchor length possible according to other tfix
HSL-3 heavy duty anchor
56
HSL-3-B
Anchor size M12/ tfix M16/ tfix M20/ tfix M24/ tfix
tfix [mm] ( small / medium / large) 1) 5/25/50 10/25/50 10/30/60 10/30/60
d0 [mm] Nominal diameter of drill hole 18 24 28 32
[mm] Diameter of drill bit � 18.5 � 24.55 � 28.55 � 32.7 h1 [mm] Depth of drill hole 105 125 155 180
hef [mm] Effective anchorage depth 80 100 125 150
l [mm] Anchor length 2)
tfix small tfix medium tfix large
117137162
144159184
169189219
191211241
[mm] Head height and washer 16.5 19.5 22.5 24.5
dw [mm] Washer diameter 30 40 45 50
hmin [mm] Min. base material thickness 160 200 250 300
df [mm] Clearance hole 20 26 31 35
SW [mm] Width across 24 30 36 41
Tinst [Nm] Torque moment - - - -
1) Other tfix possible 2) Other anchor length possible according to other tfix
hmin
h1
hef
Tinst.
tfix
HSL-3 heavy duty anchor
57
Setting operations
1 2 3 4
Drill hole. Blow out dust and fragments. Install anchor. Apply tightening torque (for HSL-3-B: no torque wrench is
needed)
Anchor mechanical properties
Anchor size M8 M10 M12 M16 M20 M24
fuk [N/mm2] Nominal tensile strength 800 800 800 800 830 830
fyk [N/mm2] Yield strength 8.8 640 640 640 640 640 640
As [mm2] Stressed crossed-section 36.6 58.0 84.3 157.0 245.0 353.0
W [mm2] Elastic moment of resistance 30 60 105 266 519 898
Mrec [Nm] Recommended bending moment without sleeve 12.5 24.9 43.7 111.0 216.4 374.2
Detailed design method - Hilti CC
TENSIONThe tensile design resistance of a single anchor is the lower of,
NRd,p : concrete pull-out resistance NRd,c : concrete cone resistance NRd,s : steel resistance
NRd,p : Pull-out resistancePull-out failure mode is only determinating for the anchor sizes M8 and M10 in cracked concrete
Bo
p,Rdp,Rd fNN ��
� Concrete compressive strength. fck.cube(150) = 25 N/mm2
Anchor size M8 M10
N0Rd,p
1) [kN] cracked concrete 6.7 10.7 1) The tensile design resistance is calculated from the tensile characteristic resistance No
Rk,p by NoRd,p= No
Rk,p/�Mp, where the partial safety factor �Mp is equal to 1.8 for M8 and 1.5 for M10.
N
c s
h
rec,c/s
(The Hilti CC-Method is a simplified Version of ETAG Annex C)
HSL-3 heavy duty anchor
60
NRd,c : Concrete cone resistance
N0Rd,c : Design concrete cone resistance
� Concrete compressive strength. fck.cube(150) = 25 N/mm2
Anchor size M8 M10 M12 M16 M20 M24N0
Rd,c1) [kN] non-cracked concrete 15.6 19.7 24.1 33.6 46.9 61.7
N0Rd,c
1) [kN] cracked concrete 11.1 14.1 17.2 24.0 33.5 44.1
efh [mm] effective embedment depth 60 70 80 100 125 150 1) The tensile design resistance is calculated from the tensile characteristic resistance No
Rk,c by NoRd,c= No
Rk,c/�Mc,N, where the partial safety factor �Mc,N is equal to 1.5.
fB: Influence of concrete strength Concrete strength
designation(ENV 206)
Cylinder compressive strength
fck,cyl [N/mm²]
Cube compressive strength
fck,cube [N/mm²] fB
C20/25 20 25 1.0 C25/30 25 30 1.1 C30/37 30 37 1.22 C35/45 35 45 1.34 C40/50 40 50 1.41 C45/55 45 55 1.48 C50/60 50 60 1.55
Concrete cylinder: height 30cm, 15cm
diameter
Concrete cube: side length 15cm
Concrete test specimen geometry
fAN: Influence of anchor spacing Anchorspacing
Anchor size
s [mm] M8 M10 M12 M16 M20 M2460 0.67 70 0.69 0.67 80 0.72 0.69 0.67 90 0.75 0.71 0.69
100 0.78 0.74 0.71 0.67 110 0.81 0.76 0.73 0.68 120 0.83 0.79 0.75 0.70 130 0.86 0.81 0.77 0.72 0.67 140 0.89 0.83 0.79 0.73 0.69 150 0.92 0.86 0.81 0.75 0.70 0.67 175 0.99 0.92 0.86 0.79 0.73 0.69 200 0.98 0.92 0.83 0.77 0.72 225 0.97 0.88 0.80 0.75 250 0.92 0.83 0.78 275 0.96 0.87 0.81 300 1.00 0.90 0.83 325 0.93 0.86 350 0.97 0.89 375 1.00 0.92 400 0.94 425 0.97 450 1.00
efAN h6
s5.0f�
�
Limits: N,crmin sss ��
efhNcr,s 3 ��
N,RN,ABo
c,Rdc,Rd fffNN ����
25cubeck,f
Bf �
Limits:25 N/mm2 � fck,cube(150) � 60 N/mm2
HSL-3 heavy duty anchor
60
efRN h
c5.025.0f ��
Limits:cmin � c � ccr,Nccr,N = 1.5hef
fRN: Influence of edge distance
Minimum thickness of concrete member, minimum spacing and minimum edge distance of anchors in cracked and uncracked concrete
Anchor size M8 M10 M12 M16 M20 M24
smin [mm] 60 70 80 100 125 150 Minimum spacing
for c [mm] 100 100 160 240 300 300
cmin [mm] 60 70 80 100 150 150 Minimum edge distance
for s [mm] 100 160 240 240 300 300
Minimum thickness hmin [mm] 120 140 160 200 250 300
Intermediate values by linear interpolation.
NRd,s : Steel design tensile resistance Anchor size M8 M10 M12 M16 M20 M24NRd,s
1) [kN] 19.5 30.9 44.9 83.7 130.7 188.3 1) The tensile design resistance is calculated from the tensile characteristic resistance NRd,s by NRd,s= NRk,s/�Ms, where the partial safety factor �Ms is 1.5.
NRd : System design tensile resistance
NRd = lower of NRd,p , NRd,c and NRd,s
Combined loading: Only if tensile load and shear load applied (See page 32 and section 4 “Examples”).
Detailed design method - Hilti CC
SHEARThe design shear resistance of a single anchor is the lower of,
VRd,c : concrete edge resistance VRd,s : steel resistance
Edge distance Anchor size c [mm] M8 M10 M12 M16 M20 M24
60 0.75 70 0.83 0.75 80 0.92 0.82 0.75 90 1.00 0.89 0.81 100 0.96 0.88 0.75 105 1.00 0.91 0.78 120 1.00 0.85 140 0.95 150 1.00 0.85 0.75 175 0.95 0.83 200 0.92 225 1.00
V
c srec,c/sc >1.5c
2
c >1.5c2
h>1.5c
(The Hilti CC-Method is a simplified Version of ETAG Annex C)
Note: If the conditions for h and c2 are not met, consult your Hilti technical advisory service.
Note: If more than 3 edges are smaller than ccr,Nconsult your Hilti Technical Advisory Service
HSL-3 heavy duty anchor
60
VRd,c : Concrete edge design resistanceThe lowest concrete edge resistance must be calculated. All nearby edges must be checked, (not only the edge in the direction of shear). Shear direction is accounted for by the factor f�,V.
V,ARV,Bo
c,Rdc,Rd fffVV ���� �
V0Rd,c : Concrete edge design resistance
� Concrete compressive strength fck,cube(150) = 25 N/mm2
� at a minimum edge distance mincAnchor size M8 M10 M12 M16 M20 M24V0
Rd,c [kN] non-cracked concrete 4.7 6.5 8.6 13.7 27.5 29.7 V0
Rd,c [kN] cracked concrete 3.3 4.6 6.1 9.8 19.7 21.2 cmin [mm] min. edge distance 60 70 80 100 150 150 smin [mm] min. spacing distance 100 160 240 240 300 300 1) The shear design resistance is calculated from the shear characteristic resistance Vo
Rk,c by VoRd,c= Vo
Rk,c/�Mc,V, where the partial safety factor �Mc,V is equal to 1.5.
fB : Influence of concrete strength Concrete strength
designation (ENV 206)
Cylinder compressive strength
fck,cyl [N/mm²]
Cube compressive strength
fck,cube [N/mm²] fB
C20/25 20 25 1.0 C25/30 25 30 1.1 C30/37 30 37 1.22 C35/45 35 45 1.34 C40/50 40 50 1.41 C45/55 45 55 1.48 C50/60 50 60 1.55
25f
f cube,ckB �
Limits:25 N/mm2 � fck,cube(150) � 60 N/mm2
Concrete cylinder: height 30cm, 15cm
diameter
Concrete cube: side length 15cm
Concrete test specimen geometry
f�,V : Influence of shear load direction
Angle � [°] f�,V
0 to 55 160 1.170 1.280 1.5
90 to 180 2
Formulae:1f V, ��
���� sin5.0cos
1f V,
2f V, ��
for 0° � � � 55°
for 55° < � � 90°
for 90° < � � 180°
fAR.V : Influence of spacing and edgedistance
Formula for single anchor fastening influenced only by edge
minminV,AR c
cc
cf �
Formula for two-anchor fastening valid for s < 3c
minminV,AR c
cc6
sc3f �
ccs
ss
2,2
12
3
n-1sc2,1
h >1,5 c
V ... applied shear force
�
resultstabulatedbelow
HSL-3 heavy duty anchor
61
General formula for n anchors (edge distance plus n-1 spacing) only valid where s1 to sn-1 are all < 3c and c2 > 1.5c
minmin
1n21V,AR c
cnc3
s...ssc3f �
� �
Note : It is assumed that only the row of anchors closest to the free concrete edge carries the centric shear load
c/cminfAR.V 1.0 1.2 1.4 1.6 1.8 2.0 2.2 2.4 2.6 2.8 3.0 3.2 3.4 3.6 3.8 4.0Single anchor with
edge influence 1.00 1.31 1.66 2.02 2.41 2.83 3.26 3.72 4.19 4.69 5.20 5.72 6.27 6.83 7.41 8.00
s/cmin 1.0 0.67 0.84 1.03 1.22 1.43 1.65 1.88 2.12 2.36 2.62 2.89 3.16 3.44 3.73 4.03 4.331.5 0.75 0.93 1.12 1.33 1.54 1.77 2.00 2.25 2.50 2.76 3.03 3.31 3.60 3.89 4.19 4.502.0 0.83 1.02 1.22 1.43 1.65 1.89 2.13 2.38 2.63 2.90 3.18 3.46 3.75 4.05 4.35 4.672.5 0.92 1.11 1.32 1.54 1.77 2.00 2.25 2.50 2.77 3.04 3.32 3.61 3.90 4.21 4.52 4.833.0 1.00 1.20 1.42 1.64 1.88 2.12 2.37 2.63 2.90 3.18 3.46 3.76 4.06 4.36 4.68 5.003.5 1.30 1.52 1.75 1.99 2.24 2.50 2.76 3.04 3.32 3.61 3.91 4.21 4.52 4.84 5.174.0 1.62 1.86 2.10 2.36 2.62 2.89 3.17 3.46 3.75 4.05 4.36 4.68 5.00 5.334.5 1.96 2.21 2.47 2.74 3.02 3.31 3.60 3.90 4.20 4.52 4.84 5.17 5.505.0 2.33 2.59 2.87 3.15 3.44 3.74 4.04 4.35 4.67 5.00 5.33 5.675.5 2.71 2.99 3.28 3.57 3.88 4.19 4.50 4.82 5.15 5.49 5.836.0 2.83 3.11 3.41 3.71 4.02 4.33 4.65 4.98 5.31 5.65 6.006.5 3.24 3.54 3.84 4.16 4.47 4.80 5.13 5.47 5.82 6.177.0 3.67 3.98 4.29 4.62 4.95 5.29 5.63 5.98 6.337.5 4.11 4.43 4.76 5.10 5.44 5.79 6.14 6.508.0 4.57 4.91 5.25 5.59 5.95 6.30 6.678.5 5.05 5.40 5.75 6.10 6.47 6.839.0 5.20 5.55 5.90 6.26 6.63 7.009.5 5.69 6.05 6.42 6.79 7.1710.0 6.21 6.58 6.95 7.3310.5 6.74 7.12 7.5011.0 7.28 7.6711.5 7.8312.0 8.00
VRd,s : Steel design shear resistance
Anchor size M8 M10 M12 M16 M20 M24HSL-3 24.9 39.4 57.4 80.9 113.5 141.9
HSL-3-SH, HSL-3-SK 24.9 39.4 57.4 - - -
HSL-3-G 20.9 27.8 43.4 68.6 113.5 -VRd,s [kN]
HSL-3-G threaded rod only 11.7 18.6 27.0 50.2 78.4 -
The shear design resistance is calculated from the shear characteristic resistance VRd,s by VRd,s= VRk,s/�Ms, where the partial safety factor �Ms is 1.25.
VRd : System design shear resistance VRd : System design shear resistance
VRd = lower of VRd,c and VRd,s
Combined loading: Only if tensile load and shear load applied (See page 32 and section 4 “Examples”).
These results are for a two-. Anchor fastening.
For fastening made with more than 2 anchors, use the general formulae for n anchors at the top of the page.
HSL-3 Heavy Duty Sleeve Anchor 4.3.2
Mechanical Anchoring Systems
� � � � � � � � �
HSL-3 Heavy Duty Anchor HSL-3-B Heavy Duty Anchor with Torque Cap HSL-3-G Heavy Duty Anchor with Threaded Rod Metric Maximum fastened thickness (mm)
HSL-3-G M 12/25 Heavy duty blank-bolt Metric thread size (mm); Sleeve (Expansion) G: stud not hole diameter Anchor B: torque cap 4.3.2.1 Product Description The Hilti HSL-3 Heavy Duty Sleeve Anchor is a torque-controlled expansion bolt designed for high performance in static and dynamic application including the tension zone of concrete structures where cracking can be expected. HSL-3 anchors are available in metric sizes from M8 (5/16”) to M24 (1”). With a variety of head styles, including bolt, stud and torque cap. All versions are available in zinc-plated carbon steel. Product Features
Approved for use in the concrete tension zone (cracked concrete) Data for use with the Strength design provisions of ACI 318-02 Appendix D and ACI 349-01 Appendix B Allowable stress design data for use with ASD methods High load capacity Force-controlled expansion (allows for follow-up expansion) Reliable pull-down of part fastened to overcome gaps Suitable for dynamic loading, including seismic, fatigue and shock No spinning of the anchor in hole when tightening bolt or nut Seismic qualification per ICC-ES AC193 and the requirements of ACI 318-02 Appendix D
Guide Specification Expansion Anchors: Carbon steel anchor consists of hex bolt (threaded stud), sleeve, expansion sleeve, expansion cone, collapsible plastic sleeve, (nut) and washer. Anchors shall be torque controlled expansion bolt as manufactured by Hilti, Inc., Tulsa, OK. 4.3.2.2 Material Specifications Carbon Steel Bolt or Threaded Rod for HSL-3 (Bolt), HSL-3 (Stud) and HSL-3-B conform to DIN EN ISO 898-1, Grade 8.8, fy > 93 ksi Carbon Steel Nut conforms to DIN 934, Grade 8, fu > 116 ksi Carbon Steel Washer conforms to DIN 1544, Grade St37, fu > 100 ksi Carbon Steel Expansion Cone conforms to DIN 1654-4, fu > 80 ksi Carbon Steel Expansion Sleeve conforms to DIN 1624 Carbon Steel Spacing Sleeve conforms to DIN 2393 T1, fu > 100 ksi Collapsible Sleeve is made from acetal polyoxymethylene (POM) resin
Plastic collapsible section with anchor rotation prevention
Expansion Sleeve
Cone
Spacer Sleeve
Minimum Embedment Mark
Bolt Washer
Three accurately sized shear pins are provided in the red indicator cap. On applying the required torque with an ordinary wrench, the red indicator cap shears off. The green seal on the bolt head which appears indicates that the anchor has been properly set
4.3.2 HSL-3
4.3.2.1 Product Description
4.3.2.2 Material Specification
4.3.2.3 Technical Data
4.3.2.4 Edge and Spacing Distance Guidelines for ASD Data
4.3.2.5 Installation Instructions
4.3.2.6 Ordering Information
Example: HSL-3-G M12/25This is an HSL-3 stud anchor. The thread size is 12 mm and this anchor can attach up to a 25 mm thick plate
Red Setting Indicator
Listings/Approvals � International Code Council Evaluation Services (ICC ES), ESR-Pending � European Technical Approval, ETA-02/0042
1
HSL-3 Heavy Duty Sleeve Anchor 4.3.2
Mechanical Anchoring Systems
� � � � � � � � �
HSL-3 Heavy Duty Anchor HSL-3-B Heavy Duty Anchor with Torque Cap HSL-3-G Heavy Duty Anchor with Threaded Rod Metric Maximum fastened thickness (mm)
HSL-3-G M 12/25 Heavy duty blank-bolt Metric thread size (mm); Sleeve (Expansion) G: stud not hole diameter Anchor B: torque cap 4.3.2.1 Product Description The Hilti HSL-3 Heavy Duty Sleeve Anchor is a torque-controlled expansion bolt designed for high performance in static and dynamic application including the tension zone of concrete structures where cracking can be expected. HSL-3 anchors are available in metric sizes from M8 (5/16”) to M24 (1”). With a variety of head styles, including bolt, stud and torque cap. All versions are available in zinc-plated carbon steel. Product Features
Approved for use in the concrete tension zone (cracked concrete) Data for use with the Strength design provisions of ACI 318-02 Appendix D and ACI 349-01 Appendix B Allowable stress design data for use with ASD methods High load capacity Force-controlled expansion (allows for follow-up expansion) Reliable pull-down of part fastened to overcome gaps Suitable for dynamic loading, including seismic, fatigue and shock No spinning of the anchor in hole when tightening bolt or nut Seismic qualification per ICC-ES AC193 and the requirements of ACI 318-02 Appendix D
Guide Specification Expansion Anchors: Carbon steel anchor consists of hex bolt (threaded stud), sleeve, expansion sleeve, expansion cone, collapsible plastic sleeve, (nut) and washer. Anchors shall be torque controlled expansion bolt as manufactured by Hilti, Inc., Tulsa, OK. 4.3.2.2 Material Specifications Carbon Steel Bolt or Threaded Rod for HSL-3 (Bolt), HSL-3 (Stud) and HSL-3-B conform to DIN EN ISO 898-1, Grade 8.8, fy > 93 ksi Carbon Steel Nut conforms to DIN 934, Grade 8, fu > 116 ksi Carbon Steel Washer conforms to DIN 1544, Grade St37, fu > 100 ksi Carbon Steel Expansion Cone conforms to DIN 1654-4, fu > 80 ksi Carbon Steel Expansion Sleeve conforms to DIN 1624 Carbon Steel Spacing Sleeve conforms to DIN 2393 T1, fu > 100 ksi Collapsible Sleeve is made from acetal polyoxymethylene (POM) resin
Plastic collapsible section with anchor rotation prevention
Expansion Sleeve
Cone
Spacer Sleeve
Minimum Embedment Mark
Bolt Washer
Three accurately sized shear pins are provided in the red indicator cap. On applying the required torque with an ordinary wrench, the red indicator cap shears off. The green seal on the bolt head which appears indicates that the anchor has been properly set
4.3.2 HSL-3
4.3.2.1 Product Description
4.3.2.2 Material Specification
4.3.2.3 Technical Data
4.3.2.4 Edge and Spacing Distance Guidelines for ASD Data
4.3.2.5 Installation Instructions
4.3.2.6 Ordering Information
Example: HSL-3-G M12/25This is an HSL-3 stud anchor. The thread size is 12 mm and this anchor can attach up to a 25 mm thick plate
Red Setting Indicator
Listings/Approvals � International Code Council Evaluation Services (ICC ES), ESR-Pending � European Technical Approval, ETA-02/0042
1
HSL-3 Heavy Duty Sleeve Anchor 4.3.2
Mechanical Anchoring Systems 4.3.2.3 Technical Data HSL-3 Specification Table
HSL-3 Anchor Thread Diameter (mm) Details
M8 M10 M12 M16 M20 M24 nominal drill bit diameter1 dbit mm 12 15 18 24 28 32 Hilti matched-tolerance carbide-tipped drill bit - -
TE-CX 12/22 TE-YX 12/35
TE-CX 15/27 TE-YX 15/35
TE-C 18/22 TE-YX 18/32
TE-C-T 24/27 TE-YX 24/32
TE-C-T 28/27 TE-YX 28/32
TE-YX 32/37
mm 110 (120) 120 (140) 135 (160) 160 (200) 190 (250) 225 (300) minimum base material thickness (to obtain smallest critical edge distance) h
(in.) 4 3/8 (4 3/4) 4 3/4 (5 1/2) 5 3/8 (6 1/4) 6 1/4 (7 7/8) 7 1/2 (9 7/8) 8 7/8 (11 7/8) mm 80 90 105 125 155 180 minimum hole depth ho (in.) (3 1/8) (3 1/2) (4 1/8) (4 7/8) (6 1/8) (7 1/8) mm 60 70 80 100 125 150 effective embedment depth hef (in.) (2 3/8) (2 3/4) (3 1/8) (3 7/8) (4 7/8) (5 7/8) mm 14-15 17-18 20-21 26-28 31-33 35-37 minimum clearance hole diameter in
part being fastened dh (in.) (1/2) (5/8) (3/4) (1) (1 1/4) (1 3/8) mm 4 5 8 9 12 16 max. cumulative gap between part(s)
being fastened and concrete surface - (in.) (1/8) (3/16) (5/16) (3/8) (1/2) (5/8) mm 20 40 20 40 25 50 25 50 30 60 30 60 maximum thickness of part fastened
HSL-3, HSL-3-B t (in.) (3/4) (1 ½) (3/4) (1 ½) (1) (2) (1) (2) (1 1/8) (2 1/4) (1 1/8) (2 1/4) mm 98 118 110 130 131 156 153 178 183 213 205 235 overall length of anchor
HSL-3, HSL-3-B � (in.) (3 7/8) (4 5/8) (4 3/8) (5 1/8 (5 1/8) (6 1/8) (6) (7) (7 1/4) (8 3/8) (8) (9 1/4) mm 20 40 25 50 25 50 30 60 maximum thickness of part fastened
HSL-3-G t (in.) (3/4) (1 ½) (1) (2) (1) (2) (1 1/8) (2 1/4)
mm 102 115 139 164 163 188 190 220 overall length of anchor HSL-3-G �
(in.) (4) (4 ½) (5 1/2) (6 3/8) (6 3/8) (7 3/8) (7 1/2) (8 3/4)
mm 20 25 30 40 45 50 washer diameter dw (in.) (3/4) (1) (1 1/8) (1 9/16) (1 3/4) (2)
Nm 25 50 80 120 200 250 installation torque HSL-3 Tinst (ft-lb) (18) (37) (59) (89) (148) (185) Nm 20 35 60 80 160 installation torque HSL-3-G Tinst (ft-lb) (15) (26) (44) (59) (118)
wrench size HSL-3, HSL-3-G - mm 13 17 19 24 30 36 wrench size HSL-3-B - mm 24 30 36 41
For pound-inch units: 1 mm = 0.03937 inches, 1 Nm = 0.735 ft-lbf 1Use metric bits only.
2
HSL-3 Heavy Duty Sleeve Anchor 4.3.2
Mechanical Anchoring Systems 4.3.2.3 Technical Data HSL-3 Specification Table
HSL-3 Anchor Thread Diameter (mm) Details
M8 M10 M12 M16 M20 M24 nominal drill bit diameter1 dbit mm 12 15 18 24 28 32 Hilti matched-tolerance carbide-tipped drill bit - -
TE-CX 12/22 TE-YX 12/35
TE-CX 15/27 TE-YX 15/35
TE-C 18/22 TE-YX 18/32
TE-C-T 24/27 TE-YX 24/32
TE-C-T 28/27 TE-YX 28/32
TE-YX 32/37
mm 110 (120) 120 (140) 135 (160) 160 (200) 190 (250) 225 (300) minimum base material thickness (to obtain smallest critical edge distance) h
(in.) 4 3/8 (4 3/4) 4 3/4 (5 1/2) 5 3/8 (6 1/4) 6 1/4 (7 7/8) 7 1/2 (9 7/8) 8 7/8 (11 7/8) mm 80 90 105 125 155 180 minimum hole depth ho (in.) (3 1/8) (3 1/2) (4 1/8) (4 7/8) (6 1/8) (7 1/8) mm 60 70 80 100 125 150 effective embedment depth hef (in.) (2 3/8) (2 3/4) (3 1/8) (3 7/8) (4 7/8) (5 7/8) mm 14-15 17-18 20-21 26-28 31-33 35-37 minimum clearance hole diameter in
part being fastened dh (in.) (1/2) (5/8) (3/4) (1) (1 1/4) (1 3/8) mm 4 5 8 9 12 16 max. cumulative gap between part(s)
being fastened and concrete surface - (in.) (1/8) (3/16) (5/16) (3/8) (1/2) (5/8) mm 20 40 20 40 25 50 25 50 30 60 30 60 maximum thickness of part fastened
HSL-3, HSL-3-B t (in.) (3/4) (1 ½) (3/4) (1 ½) (1) (2) (1) (2) (1 1/8) (2 1/4) (1 1/8) (2 1/4) mm 98 118 110 130 131 156 153 178 183 213 205 235 overall length of anchor
HSL-3, HSL-3-B � (in.) (3 7/8) (4 5/8) (4 3/8) (5 1/8 (5 1/8) (6 1/8) (6) (7) (7 1/4) (8 3/8) (8) (9 1/4) mm 20 40 25 50 25 50 30 60 maximum thickness of part fastened
HSL-3-G t (in.) (3/4) (1 ½) (1) (2) (1) (2) (1 1/8) (2 1/4)
mm 102 115 139 164 163 188 190 220 overall length of anchor HSL-3-G �
(in.) (4) (4 ½) (5 1/2) (6 3/8) (6 3/8) (7 3/8) (7 1/2) (8 3/4)
mm 20 25 30 40 45 50 washer diameter dw (in.) (3/4) (1) (1 1/8) (1 9/16) (1 3/4) (2)
Nm 25 50 80 120 200 250 installation torque HSL-3 Tinst (ft-lb) (18) (37) (59) (89) (148) (185) Nm 20 35 60 80 160 installation torque HSL-3-G Tinst (ft-lb) (15) (26) (44) (59) (118)
wrench size HSL-3, HSL-3-G - mm 13 17 19 24 30 36 wrench size HSL-3-B - mm 24 30 36 41
For pound-inch units: 1 mm = 0.03937 inches, 1 Nm = 0.735 ft-lbf 1Use metric bits only.
2
HSL-3 Heavy Duty Sleeve Anchor 4.3.2
Mechanical Anchoring Systems Allowable Stress Design Static Tension Loads for Uncracked Normal Weight Concrete1,3
Concrete Compressive Strength2
13.8 MPa
(2,000 psi)
20.7 MPa
(3,000 psi)
27.6 MPa
(4,000 psi)
41.4 MPa
(6,000 psi) Anchor Diameter
Embedment Depth
hef
mm
(in.)
Condition A
kN (lb)
Condition B
kN (lb)
Condition A
kN (lb)
Condition B
kN (lb)
Condition A
kN (lb)
Condition B
kN (lb)
Condition A
kN (lb)
Condition B
kN (lb)
7.8 7.8 9.5 9.5 11.0 11.0 13.5 13.5 M8
60
(2 3/8) (1,746) (1,746) (2,139) (2,139) (2,470) (2,470) (3,025) (3,025)
11.7 10.1 14.3 12.4 12.1 14.3 20.3 17.6 M10
70
(2 3/4) (2,631) (2,280) (3,222) (2,792) (3,720) (3,224) (4,556) (3,949)
14.3 12.4 17.5 15.2 20.2 17.5 24.8 21.6 M12
80
(3 1/8) (3,214) (2,785) (3,936) (3,411) (4,545) (3,939) (5,567) (4,825)
20.0 17.3 24.5 21.2 28.3 24.5 34.6 30.0 M16
100
(3 15/16) (4,492) (3,893) (5,501) (4,768) (6,352) (5,505) (7,780) (6,743)
27.9 24.2 34.2 29.6 39.5 34.2 48.4 41.9 M20
125
(4 15/16) (6,277) (5,440) (7,688) (6,663) (8,877) (7,694) (10,873) (9,423)
36.7 31.8 50.0 39.0 51.9 45.0 63.6 55.1 M24
150
(5 15/16) (8,252) (7,152) (10,106) (8,759) (11,670) (10,114) (14,292) (12,387)
For SI: 1 lbf = 4.45 N, 1 psi = 0.00689 MPa For pound-inch units: 1 mm = 0.03937 inches
1Values are for single anchors with no edge distance or spacing reduction.
2Values are for normal weight concrete. For sand-lightweight concrete, multiply values by 0.85. For all-lightweight concrete, multiply values by 0.75. See
ACI 318-02 Section D.3.4. 3 Condition A applies where the potential concrete failure surfaces are crossed by supplementary reinforcement proportioned to tie the potential concrete
failure prism into the structural member. Condition B applies where such supplementary reinforcement is not provided, or where pullout or pryout strength governs. See ACI 318-02 Appendix D section D.4.4
Allowable Stress Design Static Shear loads for Uncracked Concrete1
Allowable Steel Capacity, Shear Anchor
Diameter HSL-3, HSL-3-B
kN (lb)
HSL-3-G
kN (lb)
M8 15.0
(3,361) 12.5
(2,818)
M10 21.1
(4,749) 17.3
(3,893)
M12 29.1
(6,837) 25.1
(5,647)
M16 55.2
(12,400) 46.8
(10,531)
M20 81.6
(18,349) 68.5
(15,395)
M24 94.9
(21,334)
For SI: 1 lbf = 4.45 N 1Values are for single anchors with no edge distance or spacing reduction due to concrete failure.
3
HSL-3 Heavy Duty Sleeve Anchor 4.3.2
Mechanical Anchoring Systems
4.3.2.4 Edge and Spacing Distance Guidelines for ASD Data
Anchor Size hef mm (in.) M8 60 (2 3/8) M10 70 (2 ¾) M12 80 (3 1/8) M16 100 (3 15/16) M20 125 (4 15/16) M24 150 (5 15/16)
c = actual edge distance s = actual spacing h = slab thickness
M8 M10 M12 M16 M20 M2460 (2 3/8) 0.6970 (2 3/4) 0.72 0.6779 (3 1/8) 0.75 0.69 0.6789 (3 1/2) 0.77 0.71 0.68102 (4) 0.81 0.74 0.71 0.67127 (5) 0.88 0.80 0.75 0.71 0.67152 (6) 0.95 0.86 0.81 0.75 0.70 0.67171 (6 3/4) 1.00 0.91 0.86 0.79 0.73 0.69178 (7) 0.92 0.87 0.80 0.74 0.69203 (8) 0.98 0.91 0.84 0.77 0.72213 (8 3/8) 1.00 0.93 0.86 0.78 0.74229 (9) 0.96 0.88 0.80 0.75254 (10) 1.00 0.92 0.84 0.78279 (11) 0.96 0.87 0.81305 (12) 1.00 0.91 0.84330 (13) 0.94 0.87381 (15) 1.00 0.92457 (18) 1.00
Tension Load Adjustmant Factors for Anchor Spacing fA
Anchor DiameterSpacing s
mm (in.)
M8 M10 M12 M16 M20 M2460 (2 3/8) 0.6370 (2 3/4) 0.69 0.7183 (3 1/4) 0.78 0.7989 (3 1/2) 0.83 0.83 0.80
102 (4) 0.95 0.92 0.88108 (4 1/4) 1.00 0.97 0.92111 (4 3/8) 1.00 0.94121 (4 3/4) 1.00 0.85127 (5) 0.88 0.63140 (5 1/2) 0.95 0.67149 (5 7/8) 1.00 0.70 0.75165 (6 1/2) 0.75 0.80178 (7) 0.80 0.84191 (7 1/2) 0.84 0.88203 (8) 0.90 0.92225 (8 7/8) 1.00 1.00
Anchor Diameter
Tension Load Adjustment Factors for Edge Distance fRDistance
c mm (in.)
Notes: Tension reduction factors are based on a minimum base material thickness of 2 x hef Shear reduction factors are based on a thick base material at the edge (i.e. no influence from a thin base material)
4
HSL-3 Heavy Duty Sleeve Anchor 4.3.2
Mechanical Anchoring Systems Edge Distance Guidelines for Shear Loading by Concrete Compressive Strength- Part 1
M8 M10 M12 M16 M20 M24 M8 M10 M12 M16 M20 M8 M10 M12 M16 M20 M24 M8 M10 M12 M16 M2060 (2 3/8) 0.13 0.16 0.16 0.2070 (2 3/4) 0.17 0.13 0.20 0.16 0.20 0.16 0.24 0.2089 (3 1/2) 0.24 0.19 0.15 0.29 0.23 0.18 0.29 0.23 0.18 0.35 0.28 0.22102 (4) 0.29 0.23 0.18 0.35 0.28 0.21 0.36 0.28 0.22 0.43 0.35 0.26111 (4 3/8) 0.34 0.27 0.20 0.40 0.32 0.25 0.41 0.33 0.25 0.49 0.40 0.30121 (4 3/4) 0.38 0.30 0.23 0.15 0.45 0.37 0.28 0.17 0.47 0.37 0.28 0.18 0.55 0.45 0.34 0.21127 (5) 0.41 0.33 0.25 0.16 0.11 0.49 0.40 0.30 0.19 0.14 0.50 0.40 0.30 0.19 0.14 0.60 0.49 0.37 0.23 0.17149 (5 7/8) 0.52 0.41 0.32 0.20 0.15 0.13 0.62 0.51 0.38 0.24 0.17 0.64 0.51 0.39 0.25 0.18 0.16 0.76 0.62 0.47 0.29 0.21165 (6 1/2) 0.61 0.48 0.37 0.23 0.17 0.16 0.72 0.59 0.44 0.27 0.20 0.74 0.59 0.45 0.29 0.21 0.19 0.89 0.72 0.54 0.34 0.25178 (7) 0.68 0.54 0.41 0.26 0.19 0.18 0.81 0.66 0.50 0.31 0.23 0.83 0.66 0.50 0.32 0.23 0.21 1.00 0.80 0.61 0.38 0.28191 (7 1/2) 0.75 0.60 0.46 0.29 0.21 0.19 0.90 0.73 0.55 0.34 0.25 0.92 0.73 0.56 0.35 0.26 0.24 0.89 0.67 0.42 0.31203 (8) 0.83 0.66 0.50 0.32 0.23 0.21 1.00 0.80 0.61 0.37 0.28 1.00 0.81 0.61 0.39 0.28 0.26 1.00 0.74 0.46 0.34225 (8 7/8) 0.97 0.77 0.59 0.37 0.27 0.25 0.94 0.71 0.44 0.32 0.94 0.72 0.46 0.33 0.31 0.87 0.54 0.40229 (9) 1.00 0.79 0.60 0.38 0.28 0.26 0.96 0.72 0.45 0.33 0.96 0.73 0.46 0.34 0.31 0.89 0.55 0.41235 (9 1/4) 0.82 0.62 0.40 0.29 0.27 1.00 0.75 0.47 0.34 1.00 0.76 0.48 0.35 0.33 0.92 0.57 0.42248 (9 3/4) 0.89 0.67 0.43 0.31 0.29 0.82 0.50 0.37 0.83 0.52 0.38 0.35 1.00 0.62 0.46254 (10) 0.92 0.70 0.44 0.32 0.30 0.85 0.52 0.39 0.86 0.54 0.40 0.37 0.64 0.47267 (10 1/2) 1.00 0.76 0.49 0.35 0.33 0.93 0.57 0.42 0.94 0.59 0.43 0.40 0.70 0.55279 (11) 0.81 0.51 0.37 0.35 0.98 0.60 0.45 1.00 0.63 0.46 0.42 0.74 0.56286 (11 1/4) 0.84 0.53 0.39 0.36 1.00 0.62 0.46 0.65 0.47 0.44 0.76 0.57305 (12) 0.92 0.58 0.43 0.39 0.69 0.51 0.72 0.52 0.48 0.84 0.62324 (12 3/4) 1.00 0.64 0.47 0.43 0.75 0.56 0.78 0.57 0.53 0.92 0.68330 (13) 0.66 0.48 0.44 0.78 0.57 0.81 0.59 0.54 0.95 0.70343 (13 1/2) 0.70 0.51 0.47 0.78 0.57 0.85 0.62 0.57 1.00 0.74356 (14) 0.74 0.54 0.50 0.87 0.64 0.90 0.66 0.61 0.79381 (15) 0.82 0.60 0.55 0.96 0.71 1.00 0.73 0.67 0.87391 (15 3/8) 0.85 0.62 0.57 1.00 0.74 0.76 0.70 0.91406 (16) 0.90 0.66 0.61 0.78 0.81 0.74 0.96419 (16 1/2) 0.94 0.69 0.63 0.82 0.84 0.78 1.00438 (17 1/4) 1.00 0.74 0.68 0.88 0.90 0.83457 (18) 0.78 0.72 0.94 0.96 0.88470 (18 1/2) 0.82 0.75 0.97 1.00 0.92483 (19) 0.85 0.78 1.00 0.96495 (19 1/2) 0.88 0.81 1.00508 (20) 0.92 0.85533 (21) 1.00 0.91559 (22) 0.98565 (22 1/4) 1.00
Anchor Diameter Anchor Diameter Anchor DiameterAnchor DiameterHSL-3, HSL-3-B HSL-3-G HSL-3, HSL-3-B HSL-3-G
Load Adjustment Factors, fR, for Shear Loading Toward the Edge (single anchor)
13.8 MPa (2,000 psi) 20.7 MPa (3,000 psi)Edge Distance
c mm (in.)
1 Does not include effects of thin base materials at the edge.
5
HSL-3 Heavy Duty Sleeve Anchor 4.3.2
Mechanical Anchoring Systems Edge Distance Guidelines for Shear Loading by Concrete Compressive Strength – Part 2
M8 M10 M12 M16 M20 M24 M8 M10 M12 M16 M20 M8 M10 M12 M16 M20 M24 M8 M10 M12 M16 M2060 (2 3/8) 0.19 0.23 0.23 0.2870 (2 3/4) 0.24 0.19 0.28 0.23 0.29 0.23 0.35 0.2889 (3 1/2) 0.34 0.27 0.21 0.41 0.33 0.25 0.42 0.33 0.25 0.50 0.40 0.30102 (4) 0.41 0.33 0.25 0.49 0.40 0.30 0.51 0.40 0.31 0.61 0.49 0.37111 (4 3/8) 0.47 0.38 0.29 0.57 0.46 0.35 0.58 0.46 0.35 0.69 0.56 0.43121 (4 3/4) 0.54 0.43 0.32 0.21 0.64 0.52 0.39 0.24 0.66 0.52 0.40 0.25 0.78 0.64 0.48 0.30127 (5) 0.58 0.46 0.35 0.22 0.16 0.69 0.56 0.42 0.26 0.19 0.71 0.56 0.43 0.27 0.20 0.85 0.69 0.52 0.32 0.24140 (5 1/2) 0.69 0.54 0.42 0.26 0.19 0.82 0.66 0.50 0.31 0.23 0.84 0.67 0.51 0.32 0.24 1.00 0.81 0.62 0.38 0.28149 (5 7/8) 0.74 0.59 0.45 0.28 0.21 0.19 0.88 0.71 0.54 0.33 0.25 0.90 0.72 0.55 0.35 0.25 0.23 0.87 0.66 0.41 0.30159 (6 1/4) 0.82 0.65 0.50 0.31 0.23 0.21 0.98 0.79 0.60 0.37 0.27 1.00 0.80 0.61 0.39 0.28 0.26 0.97 0.73 0.45 0.34162 (6 3/8) 0.84 0.67 0.51 0.32 0.24 0.22 1.00 0.81 0.61 0.38 0.28 0.82 0.62 0.39 0.29 0.27 1.00 0.75 0.46 0.34165 (6 1/2) 0.86 0.68 0.52 0.33 0.24 0.22 0.83 0.63 0.39 0.29 0.83 0.64 0.40 0.29 0.27 0.77 0.48 0.35178 (7) 0.96 0.76 0.58 0.37 0.27 0.25 0.93 0.70 0.43 0.32 0.93 0.71 0.45 0.33 0.30 0.86 0.53 0.39181 (7 1/8) 1.00 0.79 0.61 0.38 0.28 0.26 0.97 0.73 0.45 0.33 0.97 0.74 0.47 0.34 0.32 0.90 0.55 0.41187 (7 3/8) 0.82 0.62 0.40 0.29 0.27 1.00 0.76 0.47 0.35 1.00 0.76 0.49 0.35 0.33 0.93 0.57 0.42191 (7 1/2) 0.84 0.64 0.41 0.30 0.27 0.78 0.48 0.36 0.79 0.50 0.37 0.34 0.95 0.59 0.44197 (7 3/4) 0.89 0.68 0.43 0.31 0.29 0.82 0.51 0.37 0.83 0.53 0.38 0.35 1.00 0.62 0.46203 (8) 0.93 0.71 0.45 0.33 0.30 0.86 0.53 0.39 0.87 0.55 0.40 0.37 0.65 0.48216 (8 1/2) 1.00 0.78 0.49 0.36 0.33 0.94 0.58 0.43 0.95 0.60 0.44 0.41 0.71 0.53225 (8 7/8) 0.83 0.53 0.38 0.35 1.00 0.62 0.46 1.00 0.64 0.47 0.43 0.76 0.56254 (10) 1.00 0.63 0.46 0.42 0.74 0.55 0.77 0.56 0.52 0.91 0.67270 (10 5/8) 0.70 0.51 0.47 0.82 0.61 0.85 0.62 0.57 1.00 0.74279 (11) 0.73 0.53 0.49 0.85 0.63 0.89 0.65 0.60 0.77305 (12) 0.83 0.60 0.56 0.97 0.72 1.00 0.74 0.68 0.88311 (12 1/4) 0.85 0.62 0.57 1.00 0.74 0.76 0.70 0.91318 (12 1/2) 0.88 0.64 0.59 0.77 0.79 0.72 0.94330 (13) 0.93 0.68 0.63 0.81 0.83 0.77 1.00343 (13 1/2) 1.00 0.73 0.67 0.87 0.89 0.77356 (14) 0.76 0.70 0.91 0.93 0.86371 (14 5/8) 0.82 0.75 0.98 1.00 0.92381 (15) 0.84 0.78 1.00 0.95394 (15 1/2) 0.89 0.82 1.00406 (16) 0.93 0.86425 (16 3/4) 1.00 0.92448 (17 5/8) 1.00
Anchor Diameter Anchor Diameter Anchor Diameter Anchor DiameterHSL-3, HSL-3-B HSL-3G HSL-3, HSL-3-B
27.6 MPa (4,000 psi) 41.4 MPa (6,000 psi)
Load Adjustment Factors, fR, for Shear Loading Toward the Edge (single anchor)
Edge Distance c
mm (in.)
HSL-3G
1 Does not include effects of thin base materials at the edge.
6
HSL-3 Heavy Duty Sleeve Anchor 4.3.2
Mechanical Anchoring Systems
7
4.3.2.5 Installation Instructions .
Step 3:
Using a hammer, tap the anchor through
the part being fastened into the drilled hole
until the washer is in contact with the
fastened part. Do not expand anchor by
hand prior to installation.
Step 2:
Remove drilling debris with a
blowout bulb or with
compressed air.
Step 1:
Using the correct diameter
metric bit, drill hole to minimum
required hole depth or deeper.
Step 4:
Using a torque wrench, apply the
specified installation torque. HSL-3-
B does not require use of a torque
wrench.
4.3.2.6 Ordering Information
HSL-3 Bolt Version HSL-3-B Torque Cap HSL-3-G Stud Version Item No. Description Box Qty Item No. Description Box Qty Item No. Description Box Qty
371775 HSL-3 M 8/20 40 371807 HSL-3-B M 12/5 20 371793 HSL-3-G M 8/20 40 371776 HSL-3 M 8/40 40 371808 HSL-3-B M 12/25 20 371796 HSL-3-G M 10/20 20 371778 HSL-3 M 10/20 20 371809 HSL-3-B M 12/50 10 371799 HSL-3-G M 12/25 20 371779 HSL-3 M 10/40 20 371810 HSL-3-B M 16/10 10 371800 HSL-3-G M 12/50 10 371781 HSL-3 M 12/25 20 371811 HSL-3-B M 16/25 10 371802 HSL-3-G M 16/25 10 371782 HSL-3 M 12/50 20 371814 HSL-3-B M 20/30 6 371803 HSL-3-G M 16/50 10 371784 HSL-3 M 16/25 10 371817 HSL-3-B M 24/30 4 371805 HSL-3-G M 20/30 6 371785 HSL-3 M 16/50 10 371806 HSL-3-G M 20/60 6 371787 HSL-3 M 20/30 6 371788 HSL-3 M 20/60 6 371790 HSL-3 M 24/30 4 371791 HSL-3 M 24/60 4
HSL-G-R heavy-duty anchor
61
Features:
- high loading capacity
- force-controlled expansion
- reliable pull-down of part fastened
- no rotation in hole when tightening bolt
Bolt Material:
- X5CrNiMo1810, 1.4401, A4-70 DIN 267 T11
Version:
HSL-G-R: - nut
Basic loading data (for a single anchor): HSL-G-R
All data on this section applies to
concrete, fcc = 30 N/mm2
no edge distance and spacing influence correct setting (See setting operations page 65)
Characteristic resistance, Rk [kN]:
Anchor sizeConcrete,fcc [N/mm
2]
M8 M10 M12 M16 M20
20 21.3 29.5 34.3 52.5 80.9 30 22.5 32.7 41.4 66.7 102.3 40 23.8 35.8 48.4 80.8 123.6 50 25.0 39.0 55.5 95.0 145.0
Tensile, NRk
55 25.6 40.6 59.0 102.1 155.7 Shear, VRk 20 23.1 36.5 53.1 99.0 154.4
safety concept (EUROCODE 1)
M
kddF
RRSS
S actual load Sd design action (load) Rd design resistance (anchor) Rk characteristic anchor resistance NRk tensile load VRk shear load
F partial safety factor (action / load) = 1.4
M partial safety factor (resistance) = 2.15 (concrete)1.60 (steel)
non-cracked concrete
HSL-G-R
A4
316
Concrete Hilti Anchor programme
Fire resistanceCorrosion resistance
Small edge distance /spacing
HSL-G-R heavy-duty anchor
62
Design resistance, Rd [kN]: fcc = 30 N/mm2
Anchor size M8 M10 M12 M16 M20
Tensile, NRd 0° 10.4 15.1 19.1 30.9 47.3
30° 11.9 17.9 24.1 41.8 64.6
45° 12.6 19.3 26.6 47.3 73.3 Combinedload
60° 13.4 20.7 29.1 52.7 82.0
Shear, VRd 90° 14.9 23.5 34.1 63.6 99.3
Recommended load, F30 in [kN], fcc = 30 N/mm2
Anchor size M8 M10 M12 M16 M20
Tensile, NRec 0° 7.5 10.9 13.8 22.2 34.1
30° 8.5 12.8 17.3 30.0 46.3
45° 9.1 13.8 19.1 33.8 52.5 Combinedload
60° 9.6 14.8 20.8 37.7 58.6
Shear, VRec 90° 10.6 16.7 24.4 45.4 70.8
Recommended load for specific application
RATB30recffffFF
fT: Influence of anchorage depth
nom
actT h
hf nomactnom h1.5hh hact actual anchorage depth
Anchor size M8 M10 M12 M16 M20
hnom [mm] 65 75 80 105 130
fB: Influence of concrete strength
Anchor sizeConcrete,fcc [N/mm
2]
M8 M10 M12 M16 M20
20 7.1 9.8 11.4 17.5 27.0
30 7.5 10.9 13.8 22.2 34.1
40 7.9 11.9 16.1 26.9 41.2
50 8.3 13.0 18.5 31.7 48.3
Tensile
55 8.5 13.5 19.7 34.0 51.9
Shear 20 10.6 16.7 24.4 45.4 70.8
F
N
V
s
c
h
2
HSL-G-R heavy-duty anchor
63
fA: Influence of anchor spacing
Tensile / Shear
Anchor spacing, HSL-G-R
s [mm] M8 M10 M12 M16 M20
65 0.70 75 0.72 0.70 80 0.73 0.71 0.70
105 0.79 0.76 0.74 0.70 130 0.85 0.81 0.79 0.73 0.70 155 0.90 0.86 0.84 0.77 0.72 175 0.95 0.90 0.87 0.80 0.75 195 1.0 0.94 0.91 0.82 0.77 225 1.0 0.97 0.87 0.80 240 1.0 0.89 0.82 275 1.0 0.94 0.86 315 1.0 0.91 350 1.0 0.95 395 1.0 430 1.0
fR: Influence of edge distance
Tensile, fRN Shear, fRV
Edge distance, Anchor size Anchor size
c [mm] M8 M10 M12 M16 M20 M8 M10 M12 M16 M20
65 0.70 0.30 75 0.73 0.70 0.37 0.30 80 0.75 0.71 0.70 0.40 0.44 0.30
105 0.82 0.78 0.76 0.70 0.59 0.59 0.44 0.30 130 0.90 0.85 0.83 0.74 0.70 0.77 0.74 0.59 0.41 0.30 155 0.97 0.91 0.88 0.79 0.73 0.95 0.78 0.74 0.52 0.39 162 1.0 0.93 0.90 0.80 0.75 1.0 0.85 0.78 0.55 0.41 187 1.0 0.96 0.85 0.78 1.0 0.92 0.66 0.50 200 1.0 0.88 0.80 1.0 0.72 0.55 225 1.0 0.92 0.84 1.0 0.83 0.64 265 1.0 0.91 1.0 0.79 275 1.0 0.92 1.0 0.82 300 1.0 0.96 1.0 0.91 325 1.0 1.0 350 1.0 1.0
cmin = hnom, ccr = 2.5 hact. cmin = hnom, ccr = 2.5 hnom
For combined loads with influence of edge distance:90
)ff(ff RVRNRNR
There must be reinforcement in the edge of a concrete component which can take up 0.25 times the anchor load if the edge distance is equal to or less than ccr.
55.0h
s15.0f
.actA
Smin = hnom, scr = 3 hact.
Separate multiple-anchor fastenings must be at least a 2 scr apart to ensure they do not influence each other.
5.0h
c2.0f
.actRN 17.0
h
c47.0f
nomRV
HSL-G-R heavy-duty anchor
64
Setting details
dh
do dw
l
h
h1
hef hntfix
Tinst
HSL-G-R
Anchor size HSLG-R
Setting Details
M 8
/20
M 1
0/2
0
M 1
2/2
5
M 1
6/2
5
M 2
0/3
0
d0 [mm] Drill bit diameter 12 15 18 24 28
h1 [mm] Hole depth 80 90 100 125 155
hnom [mm] Min. anchorage depth 65 75 80 105 130
tfix [mm] Max. fixture thickness 20 20 25 25 30
l [mm] Anchor length 102 115 125 157 190
hn [mm] Head height + washer 9.5 12.0 15.0 18.0 22.0
Tinst [Nm] Tightening torque 25 40 80 120 200
Max. gap [mm] 4 5 8 9 12
Sw [mm] Width across flats 13 17 19 24 30
dh [mm] Clearance hole 14 17 20 26 31
dw [mm] Washer diameter 20 25 30 40 45
h [mm] Min. base material thickness 120 140 160 180 220
Drill bit TE-CX- 12/22 15/27 - - -
Drill bit TE-T- - - 18/32 24/32 28/32
Installation equipment
Rotary hammer (TE1, TE2, TE5, TE6, TE6A, TE15, TE15-C, TE18-M, TE35, TE55, TE76), a hammer and a torque wrench.
hnom
2
HSL-G-R heavy-duty anchor
61
Features:
- high loading capacity
- force-controlled expansion
- reliable pull-down of part fastened
- no rotation in hole when tightening bolt
Bolt Material:
- X5CrNiMo1810, 1.4401, A4-70 DIN 267 T11
Version:
HSL-G-R: - nut
Basic loading data (for a single anchor): HSL-G-R
All data on this section applies to
concrete, fcc = 30 N/mm2
no edge distance and spacing influence correct setting (See setting operations page 65)
Characteristic resistance, Rk [kN]:
Anchor sizeConcrete,fcc [N/mm
2]
M8 M10 M12 M16 M20
20 21.3 29.5 34.3 52.5 80.9 30 22.5 32.7 41.4 66.7 102.3 40 23.8 35.8 48.4 80.8 123.6 50 25.0 39.0 55.5 95.0 145.0
Tensile, NRk
55 25.6 40.6 59.0 102.1 155.7 Shear, VRk 20 23.1 36.5 53.1 99.0 154.4
safety concept (EUROCODE 1)
M
kddF
RRSS
S actual load Sd design action (load) Rd design resistance (anchor) Rk characteristic anchor resistance NRk tensile load VRk shear load
F partial safety factor (action / load) = 1.4
M partial safety factor (resistance) = 2.15 (concrete)1.60 (steel)
non-cracked concrete
HSL-G-R
A4
316
Concrete Hilti Anchor programme
Fire resistanceCorrosion resistance
Small edge distance /spacing
HSL-G-R heavy-duty anchor
62
Design resistance, Rd [kN]: fcc = 30 N/mm2
Anchor size M8 M10 M12 M16 M20
Tensile, NRd 0° 10.4 15.1 19.1 30.9 47.3
30° 11.9 17.9 24.1 41.8 64.6
45° 12.6 19.3 26.6 47.3 73.3 Combinedload
60° 13.4 20.7 29.1 52.7 82.0
Shear, VRd 90° 14.9 23.5 34.1 63.6 99.3
Recommended load, F30 in [kN], fcc = 30 N/mm2
Anchor size M8 M10 M12 M16 M20
Tensile, NRec 0° 7.5 10.9 13.8 22.2 34.1
30° 8.5 12.8 17.3 30.0 46.3
45° 9.1 13.8 19.1 33.8 52.5 Combinedload
60° 9.6 14.8 20.8 37.7 58.6
Shear, VRec 90° 10.6 16.7 24.4 45.4 70.8
Recommended load for specific application
RATB30recffffFF
fT: Influence of anchorage depth
nom
actT h
hf nomactnom h1.5hh hact actual anchorage depth
Anchor size M8 M10 M12 M16 M20
hnom [mm] 65 75 80 105 130
fB: Influence of concrete strength
Anchor sizeConcrete,fcc [N/mm
2]
M8 M10 M12 M16 M20
20 7.1 9.8 11.4 17.5 27.0
30 7.5 10.9 13.8 22.2 34.1
40 7.9 11.9 16.1 26.9 41.2
50 8.3 13.0 18.5 31.7 48.3
Tensile
55 8.5 13.5 19.7 34.0 51.9
Shear 20 10.6 16.7 24.4 45.4 70.8
F
N
V
s
c
h
2
HSL-G-R heavy-duty anchor
63
fA: Influence of anchor spacing
Tensile / Shear
Anchor spacing, HSL-G-R
s [mm] M8 M10 M12 M16 M20
65 0.70 75 0.72 0.70 80 0.73 0.71 0.70
105 0.79 0.76 0.74 0.70 130 0.85 0.81 0.79 0.73 0.70 155 0.90 0.86 0.84 0.77 0.72 175 0.95 0.90 0.87 0.80 0.75 195 1.0 0.94 0.91 0.82 0.77 225 1.0 0.97 0.87 0.80 240 1.0 0.89 0.82 275 1.0 0.94 0.86 315 1.0 0.91 350 1.0 0.95 395 1.0 430 1.0
fR: Influence of edge distance
Tensile, fRN Shear, fRV
Edge distance, Anchor size Anchor size
c [mm] M8 M10 M12 M16 M20 M8 M10 M12 M16 M20
65 0.70 0.30 75 0.73 0.70 0.37 0.30 80 0.75 0.71 0.70 0.40 0.44 0.30
105 0.82 0.78 0.76 0.70 0.59 0.59 0.44 0.30 130 0.90 0.85 0.83 0.74 0.70 0.77 0.74 0.59 0.41 0.30 155 0.97 0.91 0.88 0.79 0.73 0.95 0.78 0.74 0.52 0.39 162 1.0 0.93 0.90 0.80 0.75 1.0 0.85 0.78 0.55 0.41 187 1.0 0.96 0.85 0.78 1.0 0.92 0.66 0.50 200 1.0 0.88 0.80 1.0 0.72 0.55 225 1.0 0.92 0.84 1.0 0.83 0.64 265 1.0 0.91 1.0 0.79 275 1.0 0.92 1.0 0.82 300 1.0 0.96 1.0 0.91 325 1.0 1.0 350 1.0 1.0
cmin = hnom, ccr = 2.5 hact. cmin = hnom, ccr = 2.5 hnom
For combined loads with influence of edge distance:90
)ff(ff RVRNRNR
There must be reinforcement in the edge of a concrete component which can take up 0.25 times the anchor load if the edge distance is equal to or less than ccr.
55.0h
s15.0f
.actA
Smin = hnom, scr = 3 hact.
Separate multiple-anchor fastenings must be at least a 2 scr apart to ensure they do not influence each other.
5.0h
c2.0f
.actRN 17.0
h
c47.0f
nomRV
HSL-G-R heavy-duty anchor
64
Setting details
dh
do dw
l
h
h1
hef hntfix
Tinst
HSL-G-R
Anchor size HSLG-R
Setting Details
M 8
/20
M 1
0/2
0
M 1
2/2
5
M 1
6/2
5
M 2
0/3
0
d0 [mm] Drill bit diameter 12 15 18 24 28
h1 [mm] Hole depth 80 90 100 125 155
hnom [mm] Min. anchorage depth 65 75 80 105 130
tfix [mm] Max. fixture thickness 20 20 25 25 30
l [mm] Anchor length 102 115 125 157 190
hn [mm] Head height + washer 9.5 12.0 15.0 18.0 22.0
Tinst [Nm] Tightening torque 25 40 80 120 200
Max. gap [mm] 4 5 8 9 12
Sw [mm] Width across flats 13 17 19 24 30
dh [mm] Clearance hole 14 17 20 26 31
dw [mm] Washer diameter 20 25 30 40 45
h [mm] Min. base material thickness 120 140 160 180 220
Drill bit TE-CX- 12/22 15/27 - - -
Drill bit TE-T- - - 18/32 24/32 28/32
Installation equipment
Rotary hammer (TE1, TE2, TE5, TE6, TE6A, TE15, TE15-C, TE18-M, TE35, TE55, TE76), a hammer and a torque wrench.
hnom
2
HSL-G-R heavy-duty anchor
65
Drill hole with drill bit. Blow out dust and fragments. Install anchor. Apply tightening torque
Anchor mechanical properties
Anchor size HSL-G-R M 8 M 10 M 12 M 16 M 20
fuk [N/mm2] Nominal tensile strength 700 700 700 700 700
fyk [N/mm2] Yield strength 450 450 450 450 450
As [mm2] Stressed cross-section 36.6 58.0 84.3 157 245
W [mm3] Effective moment of resistance 106 231 390 965 1421
Md [Nm] Design bending moment 41 90 150 375 550
HSL-G-R heavy-duty anchor
65
Drill hole with drill bit. Blow out dust and fragments. Install anchor. Apply tightening torque
Anchor mechanical properties
Anchor size HSL-G-R M 8 M 10 M 12 M 16 M 20
fuk [N/mm2] Nominal tensile strength 700 700 700 700 700
fyk [N/mm2] Yield strength 450 450 450 450 450
As [mm2] Stressed cross-section 36.6 58.0 84.3 157 245
W [mm3] Effective moment of resistance 106 231 390 965 1421
Md [Nm] Design bending moment 41 90 150 375 550
HSL-I heavy duty anchor
66 Issue 2005
Basic loading data (for a single anchor): HSL-I
All data on this page applies to
concrete: as specified in the table no edge distance and spacing influence correct setting (See setting operations page 68)
steel failure
Characteristic resistance, Rk [kN]: concrete C20/25
Anchor size M12 M12
hnom 65 80
Tensile NRk 26.0 34.0 Shear VRk 34.0 34.0
Following values according to the
Concrete Capacity Method
Design resistance, Rd [kN]: concrete fck,cube=25N/mm2
Anchor size M12 M12
hnom 65 80
Tensile NRd 17.3 22.7 Shear VRd 27.2 27.2
Recommended load Lrec [kN]: concrete fck,cube=25N/mm2
Anchor size M12 M12
hnom 65 80
Tensile NRec 12.4 16.2 Shear VRec 19.4 19.4
non-cracked concrete
Features:
- high loading capacity
- force controlled expansion
- no rotation in hole when tightening torque
Material:
Nut: - carbon steel, grade 8.8
Washer: - carbon steel acc. ASTM F 844
Anchor Body: - carbon steel, grade 8.8
Cone: - carbon steel C45PB
Expansion Sleeve: - ST 52-3
Threaded Rod: - grade 8.8
Star washer: - stainless steel
Bolt material:- grade 8.8 acc. DIN EN ISO 898-1 galvanised to min.5 microns
Versions:
-HSL-I M12/0*65
-HSL-I M12/0*80
HSL-I
Concrete HiltiAnchor
programme
HSL-I heavy duty anchor
Issue 2005 67
2
Setting details
HSL-I
HSL-I M12x65 HSL-I M12x80
d0 Nominal bit diameter (mm) 18 18
(mm) 65 80 hnom embedment depth
(in.) 2.56 3.15
(mm) 80 95 h1 Hole depth
(in.) 3.15 3.74
(mm) 130 160 hmin ;
minimum base material thickness (in.) 5 1/8 6 1/4
(mm) 20 20 dh
wedge clearance hole in plate (in.) 0.79 0.79
(Nm) 80 80 Tinst Installation Torque
(ft/*lb) 60 60
Wrench size (for nut) (mm) 19 19
allen wrench size (for socket) (mm) 6 6
Washer diameter (mm) 30 30
Installation equipment
Rotary hammer (TE1, TE2, TE5, TE6, TE6A, TE15, TE15-C, TE18-M or TE35), a blow out pump,
hmin
h1
hef
hmin
HSL-I heavy duty anchor
68 Issue 2005
Drill hole. Remove dust and debris
usingcompressed air or blow
pump.
Hammer in anchor.
Insert Allen wrench into the
anchor.
Turn the Allen wrench until resistance is
exerted.
Place fixture and insert the threaded rod
into the anchor.
Using the appropriate torque nut, apply torque until the upper
section of torque nut shears of.
Detailed design method - Hilti CC
TENSION
The tensile design resistance of a single anchor is the lower of,
NRd,p : concrete pull-out resistance
NRd,c : concrete cone resistance
NRd,s : steel resistance
NRd,p : Pull-out resistance Pull-out failure mode not determinating
NRd,c : Concrete cone resistance
RNANBo
c,Rdc,Rd fffNN
Setting operations
HSL-I heavy duty anchor
66 Issue 2005
Basic loading data (for a single anchor): HSL-I
All data on this page applies to
concrete: as specified in the table no edge distance and spacing influence correct setting (See setting operations page 68)
steel failure
Characteristic resistance, Rk [kN]: concrete C20/25
Anchor size M12 M12
hnom 65 80
Tensile NRk 26.0 34.0 Shear VRk 34.0 34.0
Following values according to the
Concrete Capacity Method
Design resistance, Rd [kN]: concrete fck,cube=25N/mm2
Anchor size M12 M12
hnom 65 80
Tensile NRd 17.3 22.7 Shear VRd 27.2 27.2
Recommended load Lrec [kN]: concrete fck,cube=25N/mm2
Anchor size M12 M12
hnom 65 80
Tensile NRec 12.4 16.2 Shear VRec 19.4 19.4
non-cracked concrete
Features:
- high loading capacity
- force controlled expansion
- no rotation in hole when tightening torque
Material:
Nut: - carbon steel, grade 8.8
Washer: - carbon steel acc. ASTM F 844
Anchor Body: - carbon steel, grade 8.8
Cone: - carbon steel C45PB
Expansion Sleeve: - ST 52-3
Threaded Rod: - grade 8.8
Star washer: - stainless steel
Bolt material:- grade 8.8 acc. DIN EN ISO 898-1 galvanised to min.5 microns
Versions:
-HSL-I M12/0*65
-HSL-I M12/0*80
HSL-I
Concrete HiltiAnchor
programme
HSL-I heavy duty anchor
Issue 2005 67
2
Setting details
HSL-I
HSL-I M12x65 HSL-I M12x80
d0 Nominal bit diameter (mm) 18 18
(mm) 65 80 hnom embedment depth
(in.) 2.56 3.15
(mm) 80 95 h1 Hole depth
(in.) 3.15 3.74
(mm) 130 160 hmin ;
minimum base material thickness (in.) 5 1/8 6 1/4
(mm) 20 20 dh
wedge clearance hole in plate (in.) 0.79 0.79
(Nm) 80 80 Tinst Installation Torque
(ft/*lb) 60 60
Wrench size (for nut) (mm) 19 19
allen wrench size (for socket) (mm) 6 6
Washer diameter (mm) 30 30
Installation equipment
Rotary hammer (TE1, TE2, TE5, TE6, TE6A, TE15, TE15-C, TE18-M or TE35), a blow out pump,
hmin
h1
hef
hmin
HSL-I heavy duty anchor
68 Issue 2005
Drill hole. Remove dust and debris
usingcompressed air or blow
pump.
Hammer in anchor.
Insert Allen wrench into the
anchor.
Turn the Allen wrench until resistance is
exerted.
Place fixture and insert the threaded rod
into the anchor.
Using the appropriate torque nut, apply torque until the upper
section of torque nut shears of.
Detailed design method - Hilti CC
TENSION
The tensile design resistance of a single anchor is the lower of,
NRd,p : concrete pull-out resistance
NRd,c : concrete cone resistance
NRd,s : steel resistance
NRd,p : Pull-out resistance Pull-out failure mode not determinating
NRd,c : Concrete cone resistance
RNANBo
c,Rdc,Rd fffNN
Setting operations
HSL-I heavy duty anchor
66 Issue 2005
Basic loading data (for a single anchor): HSL-I
All data on this page applies to
concrete: as specified in the table no edge distance and spacing influence correct setting (See setting operations page 68)
steel failure
Characteristic resistance, Rk [kN]: concrete C20/25
Anchor size M12 M12
hnom 65 80
Tensile NRk 26.0 34.0 Shear VRk 34.0 34.0
Following values according to the
Concrete Capacity Method
Design resistance, Rd [kN]: concrete fck,cube=25N/mm2
Anchor size M12 M12
hnom 65 80
Tensile NRd 17.3 22.7 Shear VRd 27.2 27.2
Recommended load Lrec [kN]: concrete fck,cube=25N/mm2
Anchor size M12 M12
hnom 65 80
Tensile NRec 12.4 16.2 Shear VRec 19.4 19.4
non-cracked concrete
Features:
- high loading capacity
- force controlled expansion
- no rotation in hole when tightening torque
Material:
Nut: - carbon steel, grade 8.8
Washer: - carbon steel acc. ASTM F 844
Anchor Body: - carbon steel, grade 8.8
Cone: - carbon steel C45PB
Expansion Sleeve: - ST 52-3
Threaded Rod: - grade 8.8
Star washer: - stainless steel
Bolt material:- grade 8.8 acc. DIN EN ISO 898-1 galvanised to min.5 microns
Versions:
-HSL-I M12/0*65
-HSL-I M12/0*80
HSL-I
Concrete HiltiAnchor
programme
HSL-I heavy duty anchor
66 Issue 2005
Basic loading data (for a single anchor): HSL-I
All data on this page applies to
concrete: as specified in the table no edge distance and spacing influence correct setting (See setting operations page 68)
steel failure
Characteristic resistance, Rk [kN]: concrete C20/25
Anchor size M12 M12
hnom 65 80
Tensile NRk 26.0 34.0 Shear VRk 34.0 34.0
Following values according to the
Concrete Capacity Method
Design resistance, Rd [kN]: concrete fck,cube=25N/mm2
Anchor size M12 M12
hnom 65 80
Tensile NRd 17.3 22.7 Shear VRd 27.2 27.2
Recommended load Lrec [kN]: concrete fck,cube=25N/mm2
Anchor size M12 M12
hnom 65 80
Tensile NRec 12.4 16.2 Shear VRec 19.4 19.4
non-cracked concrete
Features:
- high loading capacity
- force controlled expansion
- no rotation in hole when tightening torque
Material:
Nut: - carbon steel, grade 8.8
Washer: - carbon steel acc. ASTM F 844
Anchor Body: - carbon steel, grade 8.8
Cone: - carbon steel C45PB
Expansion Sleeve: - ST 52-3
Threaded Rod: - grade 8.8
Star washer: - stainless steel
Bolt material:- grade 8.8 acc. DIN EN ISO 898-1 galvanised to min.5 microns
Versions:
-HSL-I M12/0*65
-HSL-I M12/0*80
HSL-I
Concrete HiltiAnchor
programme
HSL-I heavy duty anchor
Issue 2005 67
2
Setting details
HSL-I
HSL-I M12x65 HSL-I M12x80
d0 Nominal bit diameter (mm) 18 18
(mm) 65 80 hnom embedment depth
(in.) 2.56 3.15
(mm) 80 95 h1 Hole depth
(in.) 3.15 3.74
(mm) 130 160 hmin ;
minimum base material thickness (in.) 5 1/8 6 1/4
(mm) 20 20 dh
wedge clearance hole in plate (in.) 0.79 0.79
(Nm) 80 80 Tinst Installation Torque
(ft/*lb) 60 60
Wrench size (for nut) (mm) 19 19
allen wrench size (for socket) (mm) 6 6
Washer diameter (mm) 30 30
Installation equipment
Rotary hammer (TE1, TE2, TE5, TE6, TE6A, TE15, TE15-C, TE18-M or TE35), a blow out pump,
hmin
h1
hef
hmin
HSL-I heavy duty anchor
68 Issue 2005
Drill hole. Remove dust and debris
usingcompressed air or blow
pump.
Hammer in anchor.
Insert Allen wrench into the
anchor.
Turn the Allen wrench until resistance is
exerted.
Place fixture and insert the threaded rod
into the anchor.
Using the appropriate torque nut, apply torque until the upper
section of torque nut shears of.
Detailed design method - Hilti CC
TENSION
The tensile design resistance of a single anchor is the lower of,
NRd,p : concrete pull-out resistance
NRd,c : concrete cone resistance
NRd,s : steel resistance
NRd,p : Pull-out resistance Pull-out failure mode not determinating
NRd,c : Concrete cone resistance
RNANBo
c,Rdc,Rd fffNN
Setting operations
HSL-I heavy duty anchor
Issue 2005 69
2
N0Rd,c : Design concrete cone resistance
Concrete compressive strength. fck.cube(150) = 25 N/mm2
Anchor size M12 M12
hnom 65 80
N0Rd,c
1) 17.3 22.7 1) The design tensile resistance for concrete is calculated from the characteristic concrete tensile resistance N0
Rk,c divided by the partial safety factor Mc,N N0
Rd,c s = N0Rk,c s/ Mc,N, where Ms = 1.5.
fB : Influence of concrete strength
1.0fB
fAN: Influence of anchor spacing
Anchor
spacing
Anchor size
s [mm]
M12
hnom=65mm
M12
hnom=80mm
85 0.71 0.67 90 0.73 0.69
100 0.76 0.71 110 0.78 0.73 125 0.82 0.76 140 0.86 0.79 160 0.91 0.83 180 0.96 0.88 200 0.52 220 0.96 240 1.00
fRN : Influence of edge distance cmin>ccr,N therefore no influence of edge distance
Minimum edge distanceAnchor size M12 M12
hnom 65 80
cmin 100 120
NRd,s : Steel design tensile resistance
Anchor size M12 M12
hnom 65 80
NRd,s1) 45.0 45.0
1) The design tensile resistance for steel is calculated from the characteristic tensile resistance NRk,s divided by the partial safety factor Ms
NRd,s = NRk,s/ Ms, where Ms = 1.5.
NRd : System design tensile resistance
NRd = lower of NRd,c and NRd,s
Combined loading: See end of this chapter.
efN,A h6
s5.0f
Limits: N,crmin sss
smin=85mmscr;N=3hef
HSL-I heavy duty anchor
70 Issue 2005
VRd,c : Concrete edge design resistance
The lowest concrete edge resistance must be calculated. All nearby edges must be checked (not only the
edge in the direction of shear). Shear direction is accounted for by the factor f ,V.
V,ARV,Bo
c,Rdc,Rd fffVV
V0Rd,c : Concrete edge design resistance
Concrete compressive strength fck,cube(150) = 25 N/mm2
at a minimum edge distance minc
Anchor size M12 M12
hnom 65 80
V0Rd,c
1) 10.2 14.3 cmin 100 125
1) The design value for the ultimate state in concrete shear is calculated from the characteristic concrete shear resistance V0Rk,c divided by
Mc,V V0Rd,c = V0
Rk,c/ Mc,V; where Mc,V = 1.5.
fB : Influence of concrete strength
1.0fB
f ,V : Influence of shear load direction
Angle [°] f .V
0 to 55 1
60 1.1
70 1.2
80 1.5
90 to 180 2
Formulae:
1f V,
sin5.0cos
1f V,
2f V,
for 0° 55°
for 55° < 90°
for 90° < 180°
fAR,V : Influence of spacing and edge
distance
Formula for single anchor fasteninginfluenced only by edge
minminV,AR
c
c
c
cf
Formula for two-anchor fastening valid for s < 3c
minminV,AR c
c
c6
sc3f
Results for single anchor and two anchor fastening tabled below.
V ... applied shear force
Detailed design method – Hilti CC
SHEAR
The design shear resistance of a single anchor is the lower of:
VRd,c : concrete edge resistance
VRd,s : steel resistance
V
cs
rec,c/sc >1.5c2
c >1.5c2
h>1.5c
Note: If the conditions regarding h and c2 are not met. consult your Hilti technical advisory service.
(The Hilti CC-Method is a simplified Version of ETAG Annex C)
HSL-I heavy duty anchor
Issue 2005 71
fAR.V c/cmin
1.0 1.2 1.4 1.6 1.8 2.0 2.2 2.4 2.6 2.8 3.0 3.2 3.4 3.6 3.8 4.0
Single anchor with edge influence 1.00 1.31 1.66 2.02 2.41 2.83 3.26 3.72 4.19 4.69 5.20 5.72 6.27 6.83 7.41 8.00
s/cmin 1.0 0.67 0.84 1.03 1.22 1.43 1.65 1.88 2.12 2.36 2.62 2.89 3.16 3.44 3.73 4.03 4.331.5 0.75 0.93 1.12 1.33 1.54 1.77 2.00 2.25 2.50 2.76 3.03 3.31 3.60 3.89 4.19 4.502.0 0.83 1.02 1.22 1.43 1.65 1.89 2.13 2.38 2.63 2.90 3.18 3.46 3.75 4.05 4.35 4.672.5 0.92 1.11 1.32 1.54 1.77 2.00 2.25 2.50 2.77 3.04 3.32 3.61 3.90 4.21 4.52 4.833.0 1.00 1.20 1.42 1.64 1.88 2.12 2.37 2.63 2.90 3.18 3.46 3.76 4.06 4.36 4.68 5.003.5 1.30 1.52 1.75 1.99 2.24 2.50 2.76 3.04 3.32 3.61 3.91 4.21 4.52 4.84 5.174.0 1.62 1.86 2.10 2.36 2.62 2.89 3.17 3.46 3.75 4.05 4.36 4.68 5.00 5.334.5 1.96 2.21 2.47 2.74 3.02 3.31 3.60 3.90 4.20 4.52 4.84 5.17 5.505.0 2.33 2.59 2.87 3.15 3.44 3.74 4.04 4.35 4.67 5.00 5.33 5.675.5 2.71 2.99 3.28 3.57 3.88 4.19 4.50 4.82 5.15 5.49 5.836.0 2.83 3.11 3.41 3.71 4.02 4.33 4.65 4.98 5.31 5.65 6.006.5 3.24 3.54 3.84 4.16 4.47 4.80 5.13 5.47 5.82 6.177.0 3.67 3.98 4.29 4.62 4.95 5.29 5.63 5.98 6.337.5 4.11 4.43 4.76 5.10 5.44 5.79 6.14 6.508.0 4.57 4.91 5.25 5.59 5.95 6.30 6.678.5 5.05 5.40 5.75 6.10 6.47 6.839.0 5.20 5.55 5.90 6.26 6.63 7.009.5 5.69 6.05 6.42 6.79 7.17
10.0 6.21 6.58 6.95 7.3310.5 6.74 7.12 7.5011.0 7.28 7.6711.5 7.8312.0 8.00
VRd,s1) : Steel design shear resistance
Anchor size M12 M12
hnom 65 80
VRd,s1) 27.2 27.2
1) The design shear resistance is calculated from VRd,s= VRk,s/ Ms,V. The partial safety factor Ms,V is 1.25.
VRd : System design shear resistance VRd : System design shear resistance
VRd = lower of VRd,c and VRd,s
Combined loading
1.0V
V
N
N1,5
Rd
Sd
1,5
Rd
Sd
These results are for a two-. Anchor fastening.
For fastening made with more than 2 anchors, use the general formulae for n anchors the page before.
General formula for n anchors (edge distance plus n-1 spacing) only valid where s1 to sn-1 are all < 3c and c2 > 1.5c
minmin
1n21V,AR c
c
nc3
s...ssc3f
ccs
ss
2,2
1
2
3
n-1sc2,1
h >1,5 c
Note: It is assumed that only the row of anchors closest to the free concrete edge carries the centric shear load 2
HVU adhesive with HAS-R/-HCR rod underwater
254 Issue 2005
Features
- underwater fastening
- no loss of holding power from curing under water
- for permanently damp or wet fastenings /
applications
- suitable for sea water
- exerts very low expansion forces
- small edge distances and spacing
- externally tested and approved
Material
HAS-R: - stainless steel; A4-70; 1.4401, 1.4404, 1.4571
HAS-HCR: - stainless steel; 1.4529
HVU Capsule - urethane methacrylate resin, styrene free, hardener, quartz sand or corundum, foil tube
Mortar: - Hilti HIT HY 20, standard size 330 ml
Dispenser: - MD 2000
Setting details
Anchor size
Setting detail
M 8 M 10 M 12 M 16 M 20 M 24
Foil capsule HVU M 8 X 80 M 10 x 90 M 12 x 110 M 16 x 125 M 20 x 170 M 24 x 210
d0 [mm] Drill bit diameter 10 12 14 18 24 28
h1 [mm] Hole depth 80 90 110 125 170 210
tfix1) [mm] Max. fixture thickness 14 21 28 38 48 54
df [mm] Max. clearance hole 11 13 15 19 26 29
l [mm] Anchor length 110 130 160 190 240 290
Tinst [Nm] Tightening torque 18 35 60 120 260 450
Sw [mm] Width across flats 13 17 19 24 30 36
hmin [mm]Min. thickness of basematerial
100 120 140 170 220 270
Drill bit and drilling machine Suitable commercially available tools must be used under water
Pre-injection with Hilti HY 20
Trigger pulls with MD 2000 / P 3000 UW/F 1 1 2 3 5 8
1) The values for the total rod length and the maximum fixture thickness are only valid for the HAS anchor rods given in this table. If other HAS rods are used, these values will change. (Example: HAS M12 x 260/128; l = 260 mm and tfix = 128 mm)
Setting temperature:(water temperature) Curing time until full loading:
-5° C to 0° C 10 hours
0° C to 10° C 2 hours
10° C to 20° C 1 hours
20° C and above 30 minutes
HCRhighMo
ConcreteHigh corrosion
resistance
Small edge distance/spacing
A4316
Corrosionresistance
d0
df
h
h
tfix
min
HVU adhesive with HAS-R/-HCR rod underwater
Issue 2005 255
3
Setting operations
Drill hole. Clean hole. Inject HIT-HY 20 (observe number of trigger pulls).
Insert HVU capsule.
HIT-HY 20 adhesive mortar displaces water in hole.
Insert HAS-R (HAS-HCR) threaded rod.
Remove setting tool (after trel).Set threaded rod with part
fastened.
Design: See “HVU adhesive with HAS rod” (no additional load reduction applicable)
HVU adhesive with HIS-RN sleeve underwater
256 Issue 2005
Design: See “HVU adhesive with HIS-N/HIS-RN sleeve” (no load additional reduction applicable)
HIT-HY 20 adhesive mortar displaces water in hole.
Insert HIS-RN threaded rod. Remove setting tool (after trel).Set threaded rod with part
fastened.
Drill hole. Clean hole. Inject HIT-HY 20 (observe number of trigger pulls).
Insert HVU capsule.
Setting operations
Setting details
Anchor size
Setting detail
M 8 M 10 M 12 M 16 M 20
Capsule HVU M 10 x 90 M 12 x 110 M 16 x 125 M 20 x 170 M 24 x 210
d0 [mm] Drill bit diameter 14 18 22 28 32
h1 [mm] Hole depth 90 110 125 170 205
Tinst [Nm] Tightening torque 12 23 40 70 130
hmin [mm]Min. thickness of basematerial
120 150 170 230 280
hs [mm] Thread engagement min. 8 10 12 16 20
max. 20 25 30 40 50
Drill bit and drilling machine Suitable commercially available tools must be used under water
Pre-injection with Hilti HY 20
Trigger pulls with MD 2000 1 1 2 3 5
Setting temperature: -5° C to 0° C Curing time until full 10 hours
(water temperature) 0° C to 10° C loading: 2 hours
10° C to 20° C 1 hours
20° C and above 30 minutes
Features
- underwater fastening
- no loss of holding power from curing under water
- for permanently damp or wet fastenings /
applications
- suitable for sea water
- exerts very low expansion farces
- small edge distances spacing
- fastenings flush with work surface
Material
HIS-RN: - stainless steel, A4-70: 1.4401
HVU Capsule - urethane methacrylate resin, styrene free, hardener, quartz sand or corundum, foil tube
Mortar: - Hilti HIT HY 20, standard size 330 ml
Dispenser: - MD 2000
A4316
Concrete Corrosionresistance
Small edge distance/ spacing
hs
dfd0
min
h1h
nomh
HVU adhesive with rebar
218 Issue 2005
Features:
- complete ready-to-use rebar fastening
- foil capsule vs. glass
- no expansion force in base material
- high loading capacity
- small edge distance and spacing
Material:
Rebar:- Type BSt 500 according to DIN 488 (See also Euronorm 82-79). For differing rebars, consult your Hilti advisory service.
HVU Capsule: - urethane methacrylate resin, styrene free, hardener, quartz sand or corundum, foil tube
HVU capsule
Rebar section
Concrete Small edge distance / spacing/
Fire resistanceHilti Anchor programme
Basic loading data (for a single anchor): HVU capsule with rebar section
All data on this page applies to For detailed design method, see pages 220 – 224. concrete: See table below. correct setting (See setting operations page 219) no edge distance and spacing influence
steel failure
Mean ultimate resistance, Ru,m [kN]: concrete C20/25
Rebar diameter (mm)
10 12 14 16 20 25 28 32 36
Tensile, NRu,m 33.4 66.0 98.9 99.9 176.8 216.3 378.9 449.1 528.7 Shear, VRu,m 28.1 40.4 55.0 71.8 112.3 175.0 219.2 286.3 384.5
Characteristic resistance, Rk [kN]: concrete C20/25
Rebar diameter (mm)
10 12 14 16 20 25 28 32 36
Tensile, NRk 15.9 50.1 69.7 68.4 128.1 128.0 259.1 312.1 372.3 Shear, VRk 26.0 37.4 50.9 66.5 104.0 162.0 203.0 265.1 356.0
Following values according to the
Concrete Capacity Method
Design resistance, Rd [kN]: concrete, fck,cube = 25 N/mm2
Rebar diameter (mm)
10 12 14 16 20 25 28 32 36
Tensile, NRd 15.0 23.0 31.4 34.9 59.3 91.6 115.4 136.1 158.3 Shear, VRd 17.3 24.9 33.9 44.3 69.3 108.0 135.3 176.7 237.3
Recommended load, Lrec [kN]: concrete, fck,cube = 25 N/mm2
Rebar diameter (mm)
10 12 14 16 20 25 28 32 36
Tensile, NRec 10.7 16.4 22.4 24.9 42.3 65.4 82.4 97.2 113.1 Shear, VRec 12.4 17.8 24.2 31.6 49.5 77.1 96.6 126.2 169.5
non-cracked concrete
HVU adhesive with rebar
Issue 2005 219
3
h1
h
d0
0 d /
Setting details
Rebar size, [mm] 10 12 14 16 20 25 28 32 36
Capsule HVU... M10x90 M12x110 M16x125 M16x125 M20x170 M24x210 M30x270 M33x330 M39x360
d0 [mm] Drill bit diameter 12 16 18 20 25 30 35 40 42
h1 [mm] Hole depth 90 110 125 125 170 210 270 300 360
hmin [mm] Min. thickness of base material
120 140 170 170 220 270 340 380 460
TE-CX- 12/22 15/27 - - - - - - - Drill bit
TE-T- - - 18/32 20/32 25/52 30/57 - - -
Recommended diamond drilling machine DD 80 E // DD 160 E
Temperature when setting:
Min. time to wait before removing SCREWED-ON
setting tool, trel
Curing time before anchor can be fully loaded,
tcure
20°C and above10°C to 20°C0°C to 10°C-5°C to 0°C
8 min. 20 min. 30 min. 1 hour
20 min. 30 min. 1 hour 5 hours
less than -5°C Contact your Hilti advisory service.
Installation equipment
Rotary hammer (TE5, TE6, TE6A, TE15, TE15-C, TE18-M, TE 35, TE 55 or TE 76) or a diamond drilling machine, a drill bit and a blow-out pump. Pre-cut thread on rebar, nut welded on rebar and rebar adapter.
Setting operations
1 2 3HVU
5 REBAR4
Drill hole. Blow out dust and
fragments.Insert HVU capsule. Drive in the rebar section.
5 trel 6 tcure
Allow gel time to pass.
Wait for curing.
min
hnom
HVU adhesive with rebar
220 Issue 2005
Anchor geometry and mechanical properties
Rebar diameter [mm] 10 12 14 16 20 25 28 32 36
HVU capsule M10x90 M12x110 M16x125 M16x125 M20x170 M24x210 M30x270 M33x330 M39x360
lp [mm] HVU capsule length 110 127 140 140 170 200 260 290 320
d [mm] Nominal rebar diameter 10,7 13,1 17,1 17,1 22 25,7 31,5 31,5 35
Rebar section
Ø d [mm] Nominal rebar diameter 10 12 14 16 20 25 28 32 36
As [mm²] Stressed cross-section 78,5 113,1 153,9 201,1 314,2 490,9 615,8 804,2 1017,9
fuk [N/mm²] Nominal tensile strength 550
fyk [N/mm²] Yield strength 500
Detailed design method - Hilti CC
Caution: In view of the high loads transferable with the HVU, it must be verified by the user that the load acting on the concrete structure, including the loads introduced by the anchor fastening, do not cause failure, e.g. cracking, of the concrete structure.
TENSION
The design tensile resistance of a single anchoris the lower of
NRd,c : concrete cone/pull-out resistance
NRd,s : steel resistance
NRd,c: Concrete cone/pull-out resistance
N,RN,AN,BTo
c,Rdc,Rd ffffNN
N0Rd,c: Concrete cone/pull-out design resistance
Concrete compressive strength, fck,cube(150) = 25 N/mm2
Rebar diameter [mm] 10 12 14 16 20 25 28 32 36
NoRd,c
1) [kN] 15.0 23.0 31.4 34.9 59.3 91.6 115.4 136.1 158.3
hnom [mm] Nominal anchorage depth 90 110 125 125 170 210 270 300 360 1) The design tensile resistance is calculated from the characteristic tensile resistance, No
Rk,c , by NoRd,c= No
Rk,c/ Mc,N, where the partial safety factor, Mc,N , is 1.8.
(The Hilti CC method is a simplified version of ETAG Annex C.)
anchorage depth addtional lengthaccording to application
d
dp
lp
HVU M..HVU M.. HVU M..
N
cs
h
rec,c/s
HVU adhesive with rebar
Issue 2005 221
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fT: Influence of anchorage depth
nom
actT
h
hf Limits to actual anchorage depth hact: hnom hact 2.0hnom
fB,N : Influence of concrete strength
Concrete strength designation(ENV 206)
Cylinder compressive strength,
fck,cyl [N/mm²]
Cube compressive strength,
fck,cube [N/mm²] fB,N
C20/25 20 25 1
C25/30 25 30 1,02
C30/37 30 37 1,06
C35/45 35 45 1,09
C40/50 40 50 1,12
C45/55 45 55 1,14
C50/60 50 60 1,16
Concrete cylinder: Height 30cm, 15cm
diameter
Concrete cube: side length 15 cm
Concrete test specimen geometry
5.212
25f1f cube,ck
N,B
Limits: 25 N/mm² fck,cube(150) 60 N/mm²
fA,N : Influence of rebar spacing
Rebar diameter (mm) Anchorspacing,s [mm] 10 12 14 16 20 25 28 32 36
45 0,63 50 0,64 55 0,65 0,63 60 0,67 0,64 65 0,68 0,65 0,63 0,63 70 0,69 0,66 0,64 0,64 80 0,72 0,68 0,66 0,66 90 0,75 0,70 0,68 0,68 0,63
100 0,78 0,73 0,70 0,70 0,65 120 0,83 0,77 0,74 0,74 0,68 0,64 140 0,89 0,82 0,78 0,78 0,71 0,67 0,63 160 0,94 0,86 0,82 0,82 0,74 0,69 0,65 0,63 180 1,00 0,91 0,86 0,86 0,76 0,71 0,67 0,65 0,63200 0,95 0,90 0,90 0,79 0,74 0,69 0,67 0,64220 1,00 0,94 0,94 0,82 0,76 0,70 0,68 0,65250 1,00 1,00 0,87 0,80 0,73 0,71 0,67280 0,91 0,83 0,76 0,73 0,69310 0,96 0,87 0,79 0,76 0,72340 1,00 0,90 0,81 0,78 0,74390 0,96 0,86 0,83 0,77420 1,00 0,89 0,85 0,79450 0,92 0,88 0,81480 0,94 0,90 0,83540 1,00 0,95 0,88600 1,00 0,92660 0,96720 1,00
fR,N : Influence of edge distance
Rebar diameter (mm) Edgedistance,c [mm] 10 12 14 16 20 25 28 32 36
45 0,64 50 0,68 55 0,72 0,64 60 0,76 0,67 65 0,80 0,71 0,65 0,65 70 0,84 0,74 0,68 0,68 80 0,92 0,80 0,74 0,74 90 1,00 0,87 0,80 0,80 0,66
100 0,93 0,86 0,86 0,70 110 1,00 0,91 0,91 0,75 0,66 120 0,97 0,97 0,79 0,69 140 1,00 1,00 0,87 0,76 0,65 160 0,96 0,83 0,71 0,66 180 1,00 0,90 0,76 0,71 0,64210 1,00 0,84 0,78 0,70240 0,92 0,86 0,76270 1,00 0,93 0,82300 1,00 0,88330 0,94360 1,00
nomN,A
h4
s5,0f
Limits: smin s scr,N
smin = 0,5hnom
scr,N = 2,0hnom
nomN,R
h
c72,028,0f
Limits: cmin c ccr,N
cmin = 0,5hnom
ccr,N = 1,0hnom
Note: If more than 3 edges are smaller than ccr,N , consult your Hilti technical advisory service.
HVU adhesive with rebar
222 Issue 2005
NRd,s1) : Steel design tensile resistance
Rebar diameter [mm] 10 12 14 16 20 25 28 32 36
NRd,s1) [kN] rebar section 32.7 47.1 64.1 83.8 130.9 204.5 256.6 335.1 424.1
1) The design tensile resistance is calculated from the characteristic tensile resistance, NRk,s , by NRd,s= As fuk/ Ms,N, where the partial safety factor, Ms,N , for rebar sections of type BSt 500 is 1.32.
NRd : System design tensile resistance
NRd = lower of NRd,c and NRd,s
Combined loading: Only if tensile load and shear load applied (See page 31 and section 4 “Examples").
Detailed design method – Hilti CC
SHEAR
The design shear resistance of a singleanchor is the lower of
VRd,c : concrete edge resistance
VRd,s : steel resistance
VRd,c: Concrete edge design resistance
The lowest concrete edge resistance must be calculated. All near edges must be checked (not only the edge in the direction of shear). The direction of shear is accounted for by the factor f ,V.
V,V,ARV,B0
c,Rdc,Rd fffVV
V0Rd,c: Concrete edge design resistance
concrete compressive strength, fck,cube(150) = 25 N/mm2
at a minimum edge distance minc
Rebar diameter [mm] 10 12 14 16 20 25 28 32 36
VoRd,c
1) [kN] 3.6 5.0 7.1 7.3 12.5 18.8 30.2 37.7 52.1
cmin [mm] Min. edge distance 45 55 65 65 85 105 135 150 180 1) The shear design resistance is calculated from the characteristic shear resistance, Vo
Rk,c , by VoRd,c= Vo
Rk,c/ Mc,V, where the partial safety factor, Mc,V , is 1.5.
(The Hilti CC method is a simplified version of ETAG Annex C.)
V
cs
rec,c/sc >1.5c2
c >1.5c2
h>1.5c
HVU adhesive with rebar
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fB,V: Influence of concrete strength
Concrete strength designation(ENV 206)
Cylinder compressive strength,
fck,cyl [N/mm²]
Cube compressive strength,
fck,cube [N/mm²] fB,V
C20/25 20 25 1
C25/30 25 30 1.1
C30/37 30 37 1.22
C35/45 35 45 1.34
C40/50 40 50 1.41
C45/55 45 55 1.48
C50/60 50 60 1.55
Concrete cylinder: Height 30cm, 15cm
diameter
Concrete cube: side length 15 cm
Concrete test specimen geometry
fAR,V: Influence of edge distance and spacing
c/cminfAR,V 1.0 1.2 1.4 1.6 1.8 2.0 2.2 2.4 2.6 2.8 3.0 3.2 3.4 3.6 3.8 4.0
Single anchor with edge influence, 1.00 1.31 1.66 2.02 2.41 2.83 3.26 3.72 4.19 4.69 5.20 5.72 6.27 6.83 7.41 8.00
s/cmin 1.0 0.67 0.84 1.03 1.22 1.43 1.65 1.88 2.12 2.36 2.62 2.89 3.16 3.44 3.73 4.03 4.331.5 0.75 0.93 1.12 1.33 1.54 1.77 2.00 2.25 2.50 2.76 3.03 3.31 3.60 3.89 4.19 4.502.0 0.83 1.02 1.22 1.43 1.65 1.89 2.13 2.38 2.63 2.90 3.18 3.46 3.75 4.05 4.35 4.672.5 0.92 1.11 1.32 1.54 1.77 2.00 2.25 2.50 2.77 3.04 3.32 3.61 3.90 4.21 4.52 4.833.0 1.00 1.20 1.42 1.64 1.88 2.12 2.37 2.63 2.90 3.18 3.46 3.76 4.06 4.36 4.68 5.003.5 1.30 1.52 1.75 1.99 2.24 2.50 2.76 3.04 3.32 3.61 3.91 4.21 4.52 4.84 5.174.0 1.62 1.86 2.10 2.36 2.62 2.89 3.17 3.46 3.75 4.05 4.36 4.68 5.00 5.334.5 1.96 2.21 2.47 2.74 3.02 3.31 3.60 3.90 4.20 4.52 4.84 5.17 5.505.0 2.33 2.59 2.87 3.15 3.44 3.74 4.04 4.35 4.67 5.00 5.33 5.675.5 2.71 2.99 3.28 3.57 3.88 4.19 4.50 4.82 5.15 5.49 5.836.0 2.83 3.11 3.41 3.71 4.02 4.33 4.65 4.98 5.31 5.65 6.006.5 3.24 3.54 3.84 4.16 4.47 4.80 5.13 5.47 5.82 6.177.0 3.67 3.98 4.29 4.62 4.95 5.29 5.63 5.98 6.337.5 4.11 4.43 4.76 5.10 5.44 5.79 6.14 6.508.0 4.57 4.91 5.25 5.59 5.95 6.30 6.678.5 5.05 5.40 5.75 6.10 6.47 6.839.0 5.20 5.55 5.90 6.26 6.63 7.009.5 5.69 6.05 6.42 6.79 7.17
10.0 6.21 6.58 6.95 7.3310.5 6.74 7.12 7.5011.0 7.28 7.6711.5 7.8312.0 8.00
25
ff cube,ck
V,B
Limits: 25 N/mm2 fck,cube(150) 60 N/mm2
These results are for a two-anchor fastening. For fastenings with more than two anchors, use the general formulae for n anchors.
HVU adhesive with rebar
224 Issue 2005
ccs
ss
2,2
1
2
3
n-1sc2,1
h >1,5 c
Note: It is assumed that only the row of anchors closest to the free concrete edge carries the centric shear load.
fAR,V: Influence of edge distance and spacing
Formula for single-anchor fastening influenced only by edge
minminV,AR
c
c
c
cf
Formula for two-anchor fastening (edge plus 1 spacing) only valid for s < 3c
minminV,AR
c
c
c6
sc3f
General formula for n-anchor fastening (edge plus n-1 spacing) only valid where sn and sn-1 are each < 3c and c2 > 1.5c
minmin
1n21V,AR
c
c
cn3
s...ssc3f
f ,V : Influence of loading direction
Angle, ß [°] f ,V
0 to 55 1
60 1.1
70 1.2
80 1.5
90 to 180 2
VRd,s : Steel design shear resistance
Rebar diameter [mm] 10 12 14 16 20 25 28 32 36
VRd,s1) [kN] 17,3 24,9 33,9 44,3 69,3 108,0 135,3 176,7 224,0
1) The design shear resistance is calculated from VRd,s= (0,6 As fuk)/ Ms,V. The partial safety factor, Ms,V , for rebar sections of type BSt 500 is 1.5.
VRd : System design shear resistance
VRd = lower of VRd,c and VRd,s
Combined loading: Only if tensile load and shear load applied (See page 31 and section 4 “Examples”).
1fV,
ßsin5,0ßcos
1f
V,
2fV,
for 0° ß 55°
for 55° < ß 90°
for 90° < ß 180°
Formulae:
V ... applied shear force
resultstabulatedbelow
HVU adhesive with HAS rod
200 Issue 2005
Concrete Capacity Method
Design resistance, Rd [kN]: concrete, fck,cube = 25 N/mm2
Anchor size M8 M10 M12 M16 M20 M24 M27 M30 M33 M36 M39
Tensile, NRd 10.9 16.6 23.8 34.7 62.9 90.6 110.9 145.6 171.0 203.3 232.9 Shear, VRd 7.9 12.6 18.3 34.6 54.0 77.8 164.0 199.3 248.4 291.5 350.6
Recommended load, Lrec [kN]: concrete, fck,cube = 25 N/mm2
Anchor size M8 M10 M12 M16 M20 M24 M27 M30 M33 M36 M39
Tensile, NRec 7.8 11.8 17.0 24.8 44.9 64.7 79.2 104.0 122.1 145.2 166.4 Shear, VRec 5.6 9.0 13.1 24.7 38.6 55.6 117.1 142.4 177.4 208.2 250.4
Features:
- foil capsule vs. glass
- flexible for inserting into crooked / irregular holes
- pre-setting / through-setting
- specials lengths available on request
- test reports: fire, dynamic (fatigue, shock, seismic), water tightness
Material:
HVU:- urethane methacrylate resin – styrene free, hardener, quartz sand or corundum, foil tube
HAS, HAS-E: - grade 5.8 and 8.8, ISO 898 T1, galvanised to min. 5 microns
HAS-R / -ER: - stainless steel; A4-70; 1.4401, 1.4404, 1.4571
HAS-HCR: - stainless steel; 1.4529
HVU capsule
HAS, HAS-R, HAS-HCR
HAS-E, HAS-E-R
Concrete Small edge distance /spacing
Fatigue Seismic
A4316
HCRhighMo
Corrosionresistance
Highcorrosionresistance
Fire resistance Hilti Anchor programme
Basic loading data (for a single anchor): HVU capsule with HAS, HAS-E
All data on this page applies to For detailed design method, see pages 204 – 208. concrete: See table below. correct setting (See setting operations page 203) no edge distance and spacing influence
steel failure: steel grade 5.8 for M8 – M24 sizes and steel grade 8.8 for M27 – M39
Mean ultimate resistance, Ru,m [kN]: concrete C20/25
Anchor size M8 M10 M12 M16 M20 M24 M27 M30 M33 M36 M39
Tensile, NRu,m 17.7 28.2 41.1 77.9 121.7 175.2 320.1 305.1 498.6 534.0 621.6 Shear, VRu,m 10.7 17.0 24.7 46.7 72.9 105.0 221.4 269.1 335.3 393.5 473.3
Characteristic resistance, Rk [kN]: concrete C20/25
Anchor size M8 M10 M12 M16 M20 M24 M27 M30 M33 M36 M39
Tensile, NRk 16.4 26.1 38.1 72.2 112.7 162.0 182.4 228.0 440.9 494.0 503.2 Shear, VRk 9.9 15.8 22.9 43.2 67.5 97.3 205.0 249.1 310.5 364.4 438.3
Following values according to the
non-cracked concrete
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Basic loading data (for a single anchor): HVU capsule with HAS-R, HAS-E-R, HAS-HCR
All data on this section applies to For detailed design method, see pages 204 – 208. concrete: See table below. correct setting (See setting operations page 203) no edge distance and spacing influence
steel failure: steel grade A4-70 for M8 – M24; for A4 grade, fuk changes for the sizes M27 to M39 from 700 N/mm2 to 500 N/mm2.
Mean ultimate resistance, Ru,m [kN]: concrete C20/25
Anchor size M8 M10 M12 M16 M20 M24 M27 M30 M33 M36 M39
Tensile, NRu,m 24.8 39.6 57.8 109.1 170.3 244.4 230.7 280.2 349.4 410.1 493.0
Shear, VRu,m 14.8 23.8 34.5 65.4 102.1 146.9 138.5 168.3 209.7 246.0 295.9
Characteristic resistance, Rk [kN]: concrete C20/25
Anchor size M8 M10 M12 M16 M20 M24 M27 M30 M33 M36 M39
Tensile, NRk 23.0 36.7 53.5 101.0 157.6 226.3 213.6 259.4 323.5 379.7 456.5
Shear, VRk 13.7 22.0 32.0 60.5 94.5 136.0 128.2 155.8 194.2 227.8 274.0
Following values according to the
Concrete Capacity Method
Design resistance, Rd [kN]: concrete, fck,cube = 25 N/mm2
Anchor size M8 M10 M12 M16 M20 M24 M27 M30 M33 M36 M39
Tensile, NRd 12.3 16.6 23.8 34.7 62.9 90.6 89.0 108.1 134.8 158.2 190.2 Shear, VRd 8.8 14.1 20.5 38.8 60.6 87.2 64.1 77.9 97.1 113.9 137.0
Recommended load, Lrec [kN]: concrete, fck,cube = 25 N/mm2
Anchor size M8 M10 M12 M16 M20 M24 M27 M30 M33 M36 M39
Tensile, NRec 8.8 11.8 17.0 24.8 44.9 64.7 63.6 77.2 96.3 113.0 135.9 Shear, VRec 6.3 10.1 14.6 27.7 43.3 62.3 45.8 55.6 69.4 81.3 97.9
non-cracked concrete
HVU adhesive with HAS rod
202 Issue 2005
d0
df
h1
h
t fix
min
Setting details
Anchor size M8 M10 M12 M16 M20 M24 M27 M30 M33 M36 M39
Foil capsule HVU M8x80 M10x90 M12x110 M16x125 M20x170 M24x210 M27x240 M30x270 M33x300 M36x330 M39x360
Anchor rod1) HAS /-E/-R/-ER/-HCR M8x80/
14M10x90/
21M12x110/
28M16x125/
38M20x170/
48M24x210/
54M27x240/
60M30x270/
70M33x300/
80M36x330/
90M39x360/
100
d0 Drill bit diameter [mm] 10 12 14 18 24 28 30 35 37 40 42
h1=hnom
Hole depth =
Embedment depth [mm] 80 90 110 125 170 210 240 270 300 330 360
h (min) Min. thickness of base material
[mm] 110 120 140 170 220 270 300 340 380 410 450
tfix (max) Max. fixture thickness
[mm] 14 21 28 38 48 54 60 70 80 90 100
dfClearancehole
rec. [mm] max. [mm]
911
1213
1415
1819
2225
2629
3031
3336
3638
3941
4243
Tinst Tightening torque [Nm] 15 30 50 100 160 240 270 300 1200 1500 1800
TE-CX- 10/22 12/22 14/22 - - - - - - - - Drill bit
TE-T- - - - 18/32 24/32 28/52 30/57 - - - -
Rec. diamond drilling machine DD EC-1 DD 100 // DD 160 E
1) The values for the maximum fixture thickness are only valid for the HAS anchor rods given in this table. If other HAS rods are used, these values will change. (Example: HAS M12x110/128; tfix = 128 mm)
Temperature1) when setting:
Min. time to wait before removing SCREWED-ON
setting tool, trel
Curing timebefore anchor can be fully loaded,
tcure
20°C and above 10°C to 20°C 0°C to 10°C -5°C to 0°C
8 min. 20 min. 30 min. 60 min.
20 min. 30 min. 60 min. 5 hours
1) If the temperature is less than –5°C, contact your Hilti technical service.
Installation equipment
Rotary hammer (TE1, TE 2, TE5, TE6, TE6A, TE15, TE15-C, TE18-M, TE 35, TE 55 or TE 76) or a diamond drilling machine, a drill bit, a TE-C HEX, TE-C-E TE-Y-E setting tool and a blow-out pump.
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Setting operations
1 2 3HVU
5 HAS4
Drill hole. Blow out dust and
fragments.Insert HVU capsule. Drive in anchor.
5 trel 6 tcure7
Tinst
Allow gel time to pass. Wait for curing. Apply tightening
torque.
Anchor geometry and mechanical properties
dp
lp l
dw
Sw
Anchor size M8 M10 M12 M16 M20 M24 M27 M30 M33 M36 M39
Foil capsule HVU M8x80 M10x90 M12x110 M16x125 M20x170 M24x210 M27x240 M30x270 M33x300 M36x330 M39x360
lp [mm] HVU capsule length 110 110 127 140 170 200 225 260 290 320 350
dp [mm] HVU capsule diameter 9.3 10.7 13.1 17.1 22.0 25.7 26.8 31.5 31.5 32.0 35.0
Anchor rod HAS M8x80/ 14
M10x90/21
M12x110/28
M16x125/38
M20x170/48
M24x210/54
M27x240/ 60
M30x270/ 70
M33x300/80
M36x330/90
M39x360/100
l [mm] Anchor length 110 130 160 190 240 290 340 380 420 460 510
As [mm2] Stressed cross-section 32.8 52.3 76.2 144 225 324 427 519 647 759 913
HAS 5.8 500 500 500 500 500 500 - - - - -
HAS 8.8 - - - - - - 800 800 800 800 800
HAS-R
fuk [N/mm2] Nominal tensile strength
-HCR700 700 700 700 700 700 500 500 500 500 500
HAS 5.8 400 400 400 400 400 400 - - - - -
HAS 8.8 - - - - - - 640 640 640 640 640
HAS-R fyk [N/mm2] Yield strength
-HCR450 450 450 450 450 450 250 250 250 250 250
W [mm3] Moment of resistance 26.5 53.3 93.9 244 477 824 1245 1668 2322 2951 3860
HAS 5.8 12.7 25.6 45.1 117.1 228.8 395.3 - - - - -
HAS 8.8 - - - - - - 956.1 1280.8 1783.5 2266.5 2987.8
HAS-R MRd,s [Nm]
Design bending resistance1)
-HCR14.3 28.7 50.6 131.4 256.7 443.5 478.8 641.5 893.0 1134.9 1484.5
Sw [mm] Width across flats 13 17 19 24 30 36 41 46 50 55 59
dw [mm] Washer diameter 16 20 24 30 37 44 50 56 60 66 72
1) The design bending resistance of the anchor rod is calculated from MRd,s = (1.2 · W · fuk)/ Ms,b , where the partial safety factor, Ms,b , for grade 5.8 and 8.8 rods is 1.25 and for 1.56 for A4-70 and HCR. The final safety check is then MSk · F MRd,s
dp
lp
HVU M..HVU M.. HVU M..
HVU adhesive with HAS rod
204 Issue 2005
Detailed design method - Hilti CC
Caution: In view of the high loads transferable with HVU, it must be verified by the user that the load acting on the concrete structure, including the loads introduced by the anchor fastening, do not cause failure, e.g. cracking, of the concrete structure.
TENSION
The design tensile resistance of a single anchoris the lower of
NRd,c : concrete cone/pull-out resistance
NRd,s : steel resistance
NRd,c: Concrete cone/pull-out resistance
N,RN,ATN,Bo
c,Rdc,Rd ffffNN
N0Rd,c : Concrete cone/pull-out design resistance
Concrete compressive strength, fck,cube(150) = 25 N/mm2
Anchor size M8 M10 M12 M16 M20 M24 M27 M30 M33 M36 M39
N0Rd,c
1) [kN] 12.4 16.6 23.8 34.7 62.9 90.6 110.9 145.6 171.0 203.3 232.9
hnom [mm] Nominal anchorage depth 80 90 110 125 170 210 240 270 300 330 3601) The design tensile resistance is calculated from the characteristic tensile resistance, N°Rk,c , by N°Rd,c = N°Rk,c/ Mc,N, where the
partial safety, Mc,N , factor is 1.8.
fB,N : Influence of concrete strength
Designation of grade of concrete
(ENV 206)
Cylinder compressive
strength,
fck,cyl [N/mm²]
Cube compressive
strength,
fck,cube [N/mm²] fB,N
C16/20 16 20 0.94
C20/25 20 25 1
C25/30 25 30 1.05
C30/37 30 37 1.12
C35/45 35 45 1.20
C40/50 40 50 1.25
C45/55 45 55 1.30
C50/60 50 60 1.35
Concrete cylinder:
height 30cm, 15cm
diameter
Concrete cube:
side length 15cm
Concrete test specimen geometry
(The Hilti CC method is a simplified version of ETAG Annex C.)
N
cs
h
rec,c/s
80
25f1f
ck,cubeNB,
for fck,cube= 20N/mm²
100
25f1f cubeck,
NB,
Limits: 25 N/mm² fck,cube 60 N/mm²
HVU adhesive with HAS rod
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fT :Influence of anchorage depth
fA,N : Influence of anchor spacing
Anchor Anchor size spacing,s [mm] M8 M10 M12 M16 M20 M24 M27 M30 M33 M36 M39
40 0,63 45 0,64 0,63 50 0,66 0,64 55 0,67 0,65 0,63 60 0,69 0,67 0,64 65 0,70 0,68 0,65 0,63 70 0,72 0,69 0,66 0,64 80 0,75 0,72 0,68 0,66 90 0,78 0,75 0,70 0,68 0,63
100 0,81 0,78 0,73 0,70 0,65 120 0,88 0,83 0,77 0,74 0,68 0,64 0,63 140 0,94 0,89 0,82 0,78 0,71 0,67 0,65 0,63 160 1,00 0,94 0,86 0,82 0,74 0,69 0,67 0,65 0,63 180 1,00 0,91 0,86 0,76 0,71 0,69 0,67 0,65 0,64 0,63 200 0,95 0,90 0,79 0,74 0,71 0,69 0,67 0,65 0,64 220 1,00 0,94 0,82 0,76 0,73 0,70 0,68 0,67 0,65 250 1,00 0,87 0,80 0,76 0,73 0,71 0,69 0,67 280 0,91 0,83 0,79 0,76 0,73 0,71 0,69 310 0,96 0,87 0,82 0,79 0,76 0,73 0,72 340 1,00 0,90 0,85 0,81 0,78 0,76 0,74 390 0,96 0,91 0,86 0,83 0,80 0,77 420 1,00 0,94 0,89 0,85 0,82 0,79 450 0,97 0,92 0,88 0,84 0,81 480 1,00 0,94 0,90 0,86 0,83 540 1,00 0,95 0,91 0,88 600 1,00 0,95 0,92 660 1,00 0,96 720 1,00
fR,N: Influence of edge distance
Edge Anchor size distance,c [mm] M8 M10 M12 M16 M20 M24 M27 M30 M33 M36 M39
40 0,64 45 0,69 0,64 50 0,73 0,68 55 0,78 0,72 0,64 60 0,82 0,76 0,67 65 0,87 0,80 0,71 0,65 70 0,91 0,84 0,74 0,68 80 1,00 0,92 0,80 0,74 90 1,00 0,87 0,80 0,66
100 0,93 0,86 0,70 110 1,00 0,91 0,75 0,66 120 0,97 0,79 0,69 0,64 140 1,00 0,87 0,76 0,70 0,65 160 0,96 0,83 0,76 0,71 0,66 180 1,00 0,90 0,82 0,76 0,71 0,67 0,64 210 1,00 0,91 0,84 0,78 0,74 0,70 240 1,00 0,92 0,86 0,80 0,76 270 1,00 0,93 0,87 0,82 300 1,00 0,93 0,88 330 1,00 0,94 360 1,00
nom
actT
h
hf Limits to actual anchorage depth hact: hnom hact 2.0 hnom
nomN,R
h
c72,028,0f
Limits: cmin c ccr,N
cmin = 0,5 hnom
ccr,N = 1,0 hnom
Note: If more than 3 edges are smaller than ccr,N , consult your Hilti technical advisory service.
nomN,A
h4
s5,0f
Limits: smin s scr,N
smin=0,5 hnom
scr,N=2,0 hnom
HVU adhesive with HAS rod
206 Issue 2005
NRd,s1) : Steel design tensile resistance
Anchor size M8 M10 M12 M16 M20 M24 M27 M30 M33 M36 M39
HAS grade 5.8 2) [kN] 10,9 17,4 25,4 48,1 75,1 108,1 142,3 173,0 215,7 253,1 304,3
HAS grade 8.8 2) [kN] 17,5 27,9 40,7 78,9 120,1 172,9 227,8 276,8 345,2 404,9 486,9
HAS-R,HAS-HCR2)3) [kN] 12,3 19,6 28,6 54,0 84,3 121,0 89,0 108,1 134,8 158,2 190,2
1) The design tensile resistance is calculated from the characteristic tensile resistance, NRk,s , using NRd,s= As · fuk/ Ms,N, where the partial safety factor, Ms,N , for grade 5.8 and 8.8 is 1.5; 1.87 for grades A4-70 and HCR of the M8 to M24 sizes and 2.4 for grades A4-70 and HCR in the sizes M27 – M39.
2) Data given in italics applies to non-standard rods. 3) Note: The values for the nominal tensile steel strength, fuk, for grade A4 change for the M27 to M39 sizes from 700 N/mm² to 500 N/mm²
and the yield strength, fyk, changes for the M27 to M39 sizes from 450 N/mm² to 250 N/mm². The partial safety factor, Ms,N, changes with the steel strengths as stated in note 1) above.
NRd : System design tensile resistance
NRd = lower of NRd,c and NRd,s
Combined loading: Only if tensile load and shear load applied (See page 31 and section 4 “Examples”).
Detailed design method – Hilti CC
SHEAR
The design shear resistance of a single anchor is the lower of
VRd,c : concrete edge resistance
VRd,s : steel resistance Note: If the conditions for h and c2 are not met, consult your Hilti technical advisory service.
VRd,c: Concrete edge design resistance
The lowest concrete edge resistance must be calculated. All near edges must be checked, (not only the edge in the direction of shear). The direction of shear is accounted for by the factor f ,V.
V,VAR,VB,0
cRd,cRd, fffVV
V
cs
rec,c/sc >1.5c2
c >1.5c2
h>1.5c
(The Hilti CC method is a simplified version of ETAG Annex C.)
HVU adhesive with HAS rod
Issue 2005 207
3
V0Rd,c : Concrete edge design resistance
Concrete compressive strength, fck,cube(150) = 25 N/mm2
at a minimum edge distance minc
Anchor size M8 M10 M12 M16 M20 M24 M27 M30 M33 M36 M39
VoRd,c
1) [kN] 2.6 3.4 5.0 6.7 12.4 18.5 23.6 30.2 36.8 44.3 52.1
cmin [mm] min. edge distance 40 45 55 65 85 105 120 135 150 165 180 1) The design shear resistance is calculated from the characteristic shear resistance, Vo
Rk,c, using VoRd,c= Vo
Rk,c/ Mc,V, where the partial safety factor, Mc,V , is 1.5.
fB,V: Influence of concrete strength
Concrete strength designation(ENV 206)
Cylinder compressive strength,
fck,cyl [N/mm²]
Cube compressive strength,
fck,cube [N/mm²] fB,N
C16/20 16 20 0.89
C20/25 20 25 1
C25/30 25 30 1.1
C30/37 30 37 1.22
C35/45 35 45 1.34
C40/50 40 50 1.41
C45/55 45 55 1.48
C50/60 50 60 1.55
Concrete cylinder:
height 30cm, 15cm
diameter
Concrete cube:
side length 15cm
Concrete test specimen geometry
fAR,V: Influence of spacing and edge distance
Formula for single-anchor fastening influenced only by edge
minminV,AR
c
c
c
cf
Formula for two-anchor fastening (edge plus 1 spacing) only valid for s < 3c
minminV,AR c
c
c6
sc3f
General formula for n-anchor fastening (edge plus n-1 spacing) only valid where s1 and sn-1 are each < 3c and c2 > 1.5c
minmin
1n21V,AR c
c
nc3
s...ssc3f
25
cubeck,
VB,
ff
Limits: 20 N/mm2 fck,cube 60 N/mm2
ccs
ss
2,2
1
2
3
n-1sc2,1
h >1,5 c
Note: It is assumed that only the row of anchors closest to the free concrete edge carries the centric shear load.
results tabulatedbelow
HVU adhesive with HAS rod
208 Issue 2005
fAR,V : Influence of edge distance and spacing
fAR,V c/cmin
1,0 1,2 1,4 1,6 1,8 2,0 2,2 2,4 2,6 2,8 3,0 3,2 3,4 3,6 3,8 4,0
Single anchor with edge influence, 1,00 1,31 1,66 2,02 2,41 2,83 3,26 3,72 4,19 4,69 5,20 5,72 6,27 6,83 7,41 8,00
s/cmin 1,0 0,67 0,84 1,03 1,22 1,43 1,65 1,88 2,12 2,36 2,62 2,89 3,16 3,44 3,73 4,03 4,331,5 0,75 0,93 1,12 1,33 1,54 1,77 2,00 2,25 2,50 2,76 3,03 3,31 3,60 3,89 4,19 4,502,0 0,83 1,02 1,22 1,43 1,65 1,89 2,13 2,38 2,63 2,90 3,18 3,46 3,75 4,05 4,35 4,672,5 0,92 1,11 1,32 1,54 1,77 2,00 2,25 2,50 2,77 3,04 3,32 3,61 3,90 4,21 4,52 4,833,0 1,00 1,20 1,42 1,64 1,88 2,12 2,37 2,63 2,90 3,18 3,46 3,76 4,06 4,36 4,68 5,003,5 1,30 1,52 1,75 1,99 2,24 2,50 2,76 3,04 3,32 3,61 3,91 4,21 4,52 4,84 5,174,0 1,62 1,86 2,10 2,36 2,62 2,89 3,17 3,46 3,75 4,05 4,36 4,68 5,00 5,334,5 1,96 2,21 2,47 2,74 3,02 3,31 3,60 3,90 4,20 4,52 4,84 5,17 5,505,0 2,33 2,59 2,87 3,15 3,44 3,74 4,04 4,35 4,67 5,00 5,33 5,675,5 2,71 2,99 3,28 3,57 3,88 4,19 4,50 4,82 5,15 5,49 5,836,0 2,83 3,11 3,41 3,71 4,02 4,33 4,65 4,98 5,31 5,65 6,006,5 3,24 3,54 3,84 4,16 4,47 4,80 5,13 5,47 5,82 6,177,0 3,67 3,98 4,29 4,62 4,95 5,29 5,63 5,98 6,337,5 4,11 4,43 4,76 5,10 5,44 5,79 6,14 6,508,0 4,57 4,91 5,25 5,59 5,95 6,30 6,678,5 5,05 5,40 5,75 6,10 6,47 6,839,0 5,20 5,55 5,90 6,26 6,63 7,009,5 5,69 6,05 6,42 6,79 7,17
10,0 6,21 6,58 6,95 7,3310,5 6,74 7,12 7,5011,0 7,28 7,6711,5 7,8312,0 8,00
f ,V : Influence of shear loading direction
Angle, [°] f ,V
0 to 55 1
60 1.1
70 1.2
80 1.5
90 to 180 2
VRd,s1) : Steel design shear resistance
Anchor size M8 M10 M12 M16 M20 M24 M27 M30 M33 M36 M39
HAS grade 5.8 2) [kN] 7,9 12,6 18,3 34,6 54,0 77,8 102,5 124,6 155,3 182,2 219,1
HAS grade 8.8 2) [kN] 12,6 20,1 29,3 55,3 86,4 124,4 164,0 199,3 248,4 291,5 350,6
HAS-R, HAS-HCR2) 3) [kN] 8.8 14.1 20.5 38.8 60.6 87.2 64.1 77.9 97.1 113.9 137
1) The design shear resistance is calculated using VRd,s= (0,6 As fuk)/ Ms,V. The values for the stressed cross-section, As , and the nominal tensile strength of steel, fuk, are given in the table ”Anchor mechanical properties and geometry“. The partial safety factor, Ms,V , is 1.25 for grades 5.8 and 8.8; 1.56 for grade sA4-70 and HCR in the sizes M8 to M24, and 2.0 for grade A4-70 in the sizes M27 to M39.
2) Data given in italics applies to non-standard rods. 3) Note: The values for the nominal tensile strength of steel, fuk, for grade A4-70 change for the M27 to M39 sizes from 700 N/mm² to 500
N/mm² and the yield strength, fyk , changes for the M27 to M39 sizes from 450N/mm2 to 250N/mm2. The partial safety factor, Ms,V , changes the steel strengths as stated in note 1) above.
VRd : System design shear resistance
VRd = lower of VRd,c and VRd,s
Combined loading: Only if tensile load and shear load applied (See page 31 and section 4 “Examples”).
V ... applied shear force1f V,
sin5.0cos
1f V,
2f V,
for 0° 55°
for 55° < 90°
for 90° < 180°
Formulae:
These results are for a two-anchor fastening. For fastenings with more than two anchors, use the general formulae for n anchors.
HVU adhesive with HIS-N/HIS-RN sleeve
Issue 2005 209
Features:
- anchor fastenings flush with surface
- foil capsule vs. glass
- no expansion force in base material
- high loading capacity
- small edge distance and spacing
- complete system consisting of robust foil capsule, internally threaded sleeve and setting tool
Material:
HIS-N: - carbon steel galvanised to 5 microns
HIS-RN - stainless steel, A4-70: 1.4401
HVU capsule: - urethane methacrylate resin, styrene free,
hardener, quartz sand or corundum, foil tube
HVU capsule
HIS-N, HIS-RN internally threaded sleeves
A4316
Concrete Small edge distance/ spacing
Fireresistance
Corrosion resistance
Hilti Anchor programme
Basic loading data (for a single anchor): HIS-N
All data on this page applies to For detailed design method, see pages 212 – 217. concrete: See table below. correct setting (See setting operations page 211) no edge distance and spacing influence tensile values are for HIS-N (derived using grade 12.9 rods)
shear (steel failure): rod / bolt of steel grade 5.8
Mean ultimate resistance, Ru,m [kN]: concrete C20/25
Anchor size M8 M10 M12 M16 M20
Tensile, NRu,m 37.2 85.1 102.4 161.3 210.0
Shear, VRu,m 11.9 18.8 27.3 50.9 79.4
Characteristic resistance, Rk [kN]: concrete C20/25
Anchor size M8 M10 M12 M16 M20
Tensile, NRk 35.6 81.6 66.9 150.3 174.3
Shear, VRk 11.0 17.4 25.3 47.1 73.5
Following values according to the
Concrete Capacity Method
Design resistance, Rd [kN]: concrete, fck,cube = 25 N/mm2
Anchor size M8 M10 M12 M16 M20
Tensile, NRd 12.2 19.3 28.1 52.3 81.7 Shear, VRd 8.8 13.9 20.2 37.7 58.8
Recommended load, Lrec [kN]: concrete, fck,cube = 25 N/mm2
Anchor size M8 M10 M12 M16 M20
Tensile, NRec 8.7 13.8 20.1 37.4 58.6 Shear, VRec 6.3 9.9 14.5 26.9 42.0
non-cracked concrete
3
HVU adhesive with HIS-N/HIS-RN sleeve
210 Issue 2005
Basic loading data (for a single anchor): HIS-RN
All data on this section applies to For detailed design method, see pages 212 – 217. concrete: See table below. correct setting (See setting operations page 211) no edge distance and spacing influence tensile values are for HIS-RN (derived using grade 12.9 rods)
shear (steel failure): rod / bolt of steel grade A4-70
Mean ultimate resistance, Ru,m [kN]: concrete C20/25
Anchor size M8 M10 M12 M16 M20
Tensile, NRu,m 40.5 85.1 102.4 161.3 173.1
Shear, VRu,m 16.6 26.3 38.2 71.2 111.1
Characteristic resistance, Rk [kN]: concrete C20/25
Anchor size M8 M10 M12 M16 M20
Tensile, NRk 37.5 81.6 66.9 150.3 160.3
Shear, VRk 15.4 24.4 35.4 65.9 102.9
Following values according to the
Concrete Capacity Method
Design resistance, Rd [kN]: concrete, fck,cube = 25 N/mm2
Anchor size M8 M10 M12 M16 M20
Tensile, NRd 13.7 21.7 31.6 58.8 91.7 Shear, VRd 9.9 15.6 22.7 42.3 66.0
Recommended load, Lrec [kN]: concrete, fck,cube = 25 N/mm2
Anchor size M8 M10 M12 M16 M20
Tensile, NRec 9.8 15.5 22.5 42.0 65.5 Shear, VRec 7.1 11.1 16.2 30.2 47.1
Setting details
hs
dfd0
min
h1h
nomh
non-cracked concrete
HVU adhesive with HIS-N/HIS-RN sleeve
Issue 2005 211
3
Anchor size M8 M10 M12 M16 M20
Foil capsule HVU... M10x90 M12x110 M16x125 M20x170 M24x210
Sleeve HIS-N ..., HIS-RN ... M8x90 M10x110 M12x125 M16x170 M20x205
d0 [mm] Drill bit diameter 14 18 22 28 32
h1 [mm] Hole depth 90 110 125 170 205
hmin [mm] Min. thickness of base material 120 150 170 230 280
hs [mm] Thread engagement min length max
820
1025
1230
1640
2050
df [mm] Rec. clearance hole 9 12 14 18 22
Tinst [Nm] Tightening torque HIS-N HIS-RN
1512
2823
5040
8570
170130
Drill bit TE-CX- 14/22 - - - -
Drill bit TE-T- - 18/32 22/32 28/32 32/37
Temperature when setting:
Min. time to wait before removing SCREWED-ON
setting tool, trel
Curing time before anchor can be fully loaded,
tcure
20°C and above 10°C to 20°C 0°C to 10°C -5°C to 0°C
8 min. 20 min. 30 min. 1 hour
20 min. 30 min. 1 hour 5 hours
Installation equipment
Rotary hammer (TE5, TE6, TE6A, TE15, TE15-C, TE18-M, TE 55 or TE 76), a drill bit, a setting tool, a TE adapter (TE-C-HIS, TE-F-Y-HIS) with HIS-S - M8 - M20 and a blow-out pump.
Setting operations
1 2 3HVU
54 HIS-N
Drill hole. Blow out dust and
fragments.Insert HVU capsule. Drive in anchor.
5 trel 6 tcure7
Tinst
Allow rel time to pass. Wait for curing. Apply tightening torque.
HVU adhesive with HIS-N/HIS-RN sleeve
212 Issue 2005
Anchor geometry and mechanical properties
Anchor size M8 M10 M12 M16 M20
Capsule HVU ... M10x90 M12x110 M16x125 M20x170 M24x210 lp [mm] Capsule length 110 127 140 170 200 dp [mm] Capsule diameter 10,7 13,1 17,1 22 25,7
Element HIS-N ..., HIS-RN ... M8x90 M10x110 M12x125 M16x170 M20x210
l [mm] Sleeve length 90 110 125 170 210
d [mm] Sleeve outside diameter
12,5 16,5 20,5 25,4 27,6
As [mm²] Stressed cross-section Sleeve
Bolt53,636,6
11058,0
17084,3
255157
229245
fuk [N/mm²]Nominal tensile strength
HIS-NHIS-RN
510700
510700
460700
460700
460700
fyk [N/mm²] Yield strength HIS-N
HIS-RN410350
410350
375350
375350
375350
W [mm³] Moment of resistance of bolt 31,2 62,3 109 277 375
MRd,s [Nm] Design bending resistance of bolt 1)
5.88.8
A2/A4
12,720,414,3
25,641,028,7
45,175,150,6
117,1187,4131,4
228,8366,1256,7
1) The design bending resistance of the bolt is calculated from MRd,s = (1,2 W fuk)/ ms,b, where the partial safety factor,
ms,b , for grade 5.8 and 8.8 bolts is 1.25 and 1.56 for A4-70 and A2-70. The final safety check is then MSk F MRd,s.
Detailed design method - Hilti CC
Caution: In view of the high loads transferable with the HVU, it must be verified by the user that the load acting on the concrete structure, including the loads introduced by the anchor fastening, do not cause failure, e.g. cracking, of the concrete structure.
TENSION
The design tensile resistance of a single anchoris the lower of
NRd,c : concrete cone/pull-out resistance
NRd,s : steel resistance of the bolt or sleeve
(The Hilti CC method is a simplified version of ETAG Annex C.)
dp
lp ll
ddp
lp
HVU M..HVU M.. HVU M..
N
cs
h
rec,c/s
HVU adhesive with HIS-N/HIS-RN sleeve
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NRd,c: Concrete cone/pull-out resistance
N,RN,AN,Bo
c,Rdc,Rd fffNN
N0Rd,c: Concrete cone/pull-out design resistance
Concrete compressive strength, fck,cube(150) = 25 N/mm2
Anchor size M8 M10 M12 M16 M20
NoRd,c [kN] 22.6 35.4 46.9 85.1 120.1
hnom [mm] Nominal anchorage depth 90 110 125 170 205 1) The design tensile resistance is calculated from the characteristic tensile resistance, No
Rk,c , by NoRd,c= No
Rk,c/ Mc,N, where the partial
safety factor, Mc,N , is 1.8.
fB,N: Influence of concrete strength
Concrete strength designation(ENV 206)
compressive cylinder strength,
fck,cyl [N/mm²]
compressive cube strength,
fck,cube [N/mm²] fB,N
C16/20 16 20 0.95
C20/25 20 25 1
C25/30 25 30 1.04
C30/37 30 37 1.10
C35/45 35 45 1.16
C40/50 40 50 1.20
C45/55 45 55 1.24
C50/60 50 60 1.28
Concrete cylinder:
height 30cm, 15cm
diameter
Concrete cube:
side length 15cm
Concrete test specimen geometry
fA,N: Influence of anchor spacing
Anchor size Spacing,s [mm] M8 M10 M12 M16 M20
45 0.63 50 0.64 55 0.65 0.63 60 0.67 0.64 65 0.68 0.65 0.63 70 0.69 0.66 0.64 80 0.72 0.68 0.66 90 0.75 0.70 0.68 0.63
100 0.78 0.73 0.70 0.65 110 0.81 0.75 0.72 0.66 0.63 120 0.83 0.77 0.74 0.68 0.65 140 0.89 0.82 0.78 0.71 0.67 160 0.94 0.86 0.82 0.74 0.70 180 1.00 0.91 0.86 0.76 0.72 200 0.95 0.90 0.79 0.74 220 1.00 0.94 0.82 0.77 250 1.00 0.87 0.80 280 0.91 0.84 310 0.96 0.88 340 1.00 0.91 390 0.98 410 1.00
nomN,A
h4
s5.0f
Limits: smin s scr,N
smin = 0,5hnom
scr,N = 2,0hnom
100
25f1 cubeck,
NB,f
for fck,cube(150) =20 N/mm²
125
25f1 cubeck,
NB,f
Limits: 25 N/mm² fck,cube(150) 60 N/mm²
HVU adhesive with HIS-N/HIS-RN sleeve
214 Issue 2005
fR,N: Influence of edge distance
Anchor size Edgedistance,c [mm] M8 M10 M12 M16 M20
45 0.64 50 0.68 55 0.72 0.64 60 0.76 0.67 65 0.80 0.71 0.65 70 0.84 0.74 0.68 80 0.92 0.80 0.74 90 1.00 0.87 0.80 0.66
100 0.93 0.86 0.70 110 1.00 0.91 0.75 0.67 120 0.97 0.79 0.70 140 1.00 0.87 0.77 160 0.96 0.84 180 1.00 0.91 210 1.00
NRd,s1): Steel design tensile resistance
Anchor size M8 M10 M12 M16 M20
NRdsleeve
,s [kN] Sleeve HIS-N
HIS-RN
18,2
15,6
37,4
32,1
52,1
49,6
78,2
74,4
70,2
66,8
NRd sbolt
, [kN] Bolt grade 5.8
grade 8.8grade A4-70
12,2
19,513,7
19,3
30,921,7
28,1
44,931,6
52,3
84,058,8
81,7
130,791,7
1) The design tensile resistance is calculated from the characteristic tensile resistance, NRk,s , by NRd,s= As fuk/ Ms,N, where the partial
safety factor, Ms,N , for the sleeve / bolts of grades 5.8 and 8.8 is 1.5 or 1.87 for grade A4-70 and 2.4 for the sleeve.
NRd : System design tensile resistance
NRd = lower of NRd,c, NRd,ssleeve or NRd,s
bolt
Combined loading: Only if tensile load and shear load applied (See page 31 and section 4 “Examples”).
nomN,R
h
c72.028.0f
Limits: cmin c ccr,N
cmin= 0,5 hnom
ccr,N= 1,0 hnom
Note: If more than 3 edges are smaller than ccr,N , consult your Hilti technical advisory service.
HVU adhesive with HIS-N/HIS-RN sleeve
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Detailed design method – Hilti CC
SHEAR
The design shear resistance of a single anchor is the lower of
VRd,c : concrete edge resistance
VRd,s : steel resistance of the bolt
VRd,c: Concrete edge design resistance
The lowest concrete edge resistance must be calculated. All near edges must be checked (not only the edge in the direction of shear). The direction of shear is accounted for by the factor f ,V.
VAR,V,VB,0
cRd,cRd, fffVV
V0Rd,c: Concrete edge design resistance
concrete compressive strength, fck,cube(150) = 25 N/mm2
at a minimum edge distance minc
Anchor size M8 M10 M12 M16 M20
V0Rd,c
1) [kN] 3.6 5.4 7.6 12.8 19.2
cmin [mm] Min. edge distance 45 55 65 85 105 1) The design shear resistance is calculated from the characteristic shear resistance, Vo
Rk,c , by VoRd,c= Vo
Rk,c/ Mc,V, where the partial safety factor, Mc,V , is 1.5.
fBV: Influence of concrete strength
Concrete strength designation(ENV 206)
Cylinder compressive strength,
fck,cyl [N/mm²]
Cube compressive strength,
fck,cube [N/mm²] fB,V
C16/20 16 20 0.89
C20/25 20 25 1
C25/30 25 30 1.1
C30/37 30 37 1.22
C35/45 35 45 1.34
C40/50 40 50 1.41
C45/55 45 55 1.48
C50/60 50 60 1.55
Concrete cylinder:
height 30cm, 15cm
diameter
Concrete cube:
side length 15cm
Concrete test specimen geometry
V
cs
rec,c/sc >1.5c2
c >1.5c2
h>1.5c
Note: If the conditions for h and c2 are not met, consult your Hilti technical advisory service.
25
ff cube,ck
V,B
Limits: 20 N/mm2 fck,cube(150) 60 N/mm2
(The Hilti CC method is a simplified version of ETAG Annex C.)
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216 Issue 2005
ccs
ss
2,2
1
2
3
n-1sc2,1
h >1,5 c
Note: It is assumed that only the row of anchors closest to the free concrete edge carries the centric shear load.
f ,V : Influence of loading direction
Angle, ß [°] f ,V
0 to 55 1
60 1.1
70 1.2
80 1.5
90 to 180 2
fAR,V: Formulae for edge distance and spacing influence
Formula for single-anchor fastening influenced only by edge
minminV,AR
c
c
c
cf
Formula for two-anchor fastening anchors (edge plus 1 spacing) only valid for s < 3c
minminV,AR
c
c
c6
sc3f
General formula for n-anchor fastening (edge plus n-1 spacing) only valid where s1 and sn-1 are each < 3c and c2 > 1.5c
minmin
1n21V,AR
c
c
cn3
s...ssc3f
fAR,V: Influence of edge distance and spacing
c/cminfAR,V 1.0 1.2 1.4 1.6 1.8 2.0 2.2 2.4 2.6 2.8 3.0 3.2 3.4 3.6 3.8 4.0
Single anchor with edge influence, 1.00 1.31 1.66 2.02 2.41 2.83 3.26 3.72 4.19 4.69 5.20 5.72 6.27 6.83 7.41 8.00
s/cmin 1.0 0.67 0.84 1.03 1.22 1.43 1.65 1.88 2.12 2.36 2.62 2.89 3.16 3.44 3.73 4.03 4.331.5 0.75 0.93 1.12 1.33 1.54 1.77 2.00 2.25 2.50 2.76 3.03 3.31 3.60 3.89 4.19 4.502.0 0.83 1.02 1.22 1.43 1.65 1.89 2.13 2.38 2.63 2.90 3.18 3.46 3.75 4.05 4.35 4.672.5 0.92 1.11 1.32 1.54 1.77 2.00 2.25 2.50 2.77 3.04 3.32 3.61 3.90 4.21 4.52 4.833.0 1.00 1.20 1.42 1.64 1.88 2.12 2.37 2.63 2.90 3.18 3.46 3.76 4.06 4.36 4.68 5.003.5 1.30 1.52 1.75 1.99 2.24 2.50 2.76 3.04 3.32 3.61 3.91 4.21 4.52 4.84 5.174.0 1.62 1.86 2.10 2.36 2.62 2.89 3.17 3.46 3.75 4.05 4.36 4.68 5.00 5.334.5 1.96 2.21 2.47 2.74 3.02 3.31 3.60 3.90 4.20 4.52 4.84 5.17 5.505.0 2.33 2.59 2.87 3.15 3.44 3.74 4.04 4.35 4.67 5.00 5.33 5.675.5 2.71 2.99 3.28 3.57 3.88 4.19 4.50 4.82 5.15 5.49 5.836.0 2.83 3.11 3.41 3.71 4.02 4.33 4.65 4.98 5.31 5.65 6.006.5 3.24 3.54 3.84 4.16 4.47 4.80 5.13 5.47 5.82 6.177.0 3.67 3.98 4.29 4.62 4.95 5.29 5.63 5.98 6.337.5 4.11 4.43 4.76 5.10 5.44 5.79 6.14 6.508.0 4.57 4.91 5.25 5.59 5.95 6.30 6.678.5 5.05 5.40 5.75 6.10 6.47 6.839.0 5.20 5.55 5.90 6.26 6.63 7.009.5 5.69 6.05 6.42 6.79 7.17
10.0 6.21 6.58 6.95 7.3310.5 6.74 7.12 7.5011.0 7.28 7.6711.5 7.8312.0 8.00
1V,f
ßsin5,0ßcos
1V,f
2V,f
for 0° ß 55°
for 55° < ß 90°
for 90° < ß 180°
Formulae:
V ... applied shear force
These results are for a two-anchor fastening. For fastenings with more than two anchors, use the general formulae for n anchors at the top of the page.
results tabulatedbelow
HVU adhesive with HIS-N/HIS-RN sleeve
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VRd,s : Steel design shear resistance
Anchor size M8 M10 M12 M16 M20
VRd,s1) [kN] Bolt steel grade 5.8 8.8 13.9 20.2 37.7 58.8
steel grade 8.8 14.1 22.3 32.4 60.3 94.1 A4-70 9.9 15.6 22.7 42.3 66.0 1) The design shear resistance is calculated from VRd,s= (0,6 As fuk)/ Ms,V. The values for the stressed cross-section, As , of the bolt and the nominal tensile steel strength, fuk , are taken from the bolt standard ISO 898. The partial safety factor, Ms,V , for grades 5.8 and 8.8 is 1.25 and 1.56 for grade A4-70.
VRd : System design shear resistance
VRd = lower of VRd,c and VRd,sbolt
Combined loading: Only if tensile load and shear load applied (See page 31 and section 4 “Examples”).
HVZ adhesive anchor
180 Issue 2005
Features:
- foil capsule vs. glass
- flexibly to fit in irregular holes
- marking for identification after setting
- test reports: fire, dynamic (fatigue, shock), water tightness
Material:
HVU-(E-)TZ:
- urethane methacrylate resin – styrene free,
hardener,
quartz sand, foil tubes
HAS-(E-)TZ: - grade 8.8; EN ISO 20898-1; coating: DIN 50968-
FE/Cu 3 Ni 10
HAS-(E-)RTZ: - stainless steel; A4-80; 1.4401; 14571; EN 10088
HAS-(E-)HCR-TZ: - stainless steel; 1.4529; 1.4547; EN 10088-3
HVU-TZ capsule
HAS-TZ, HAS-RTZ and
HAS-HCR-TZ anchor rod
Concrete Tensile zone Close edge distance/ spacing
Fatigue Shock
A4316
HCRhighMo
Corrosion resistance
High corrosion resistance
Fire resistance Hilti Anchor programme
Basic loading data (for a single anchor): HAS-(E-)TZ
All data on this page applies to For detailed design method, see pages 184 – 189. concrete: See table below. correct setting (See setting operations page 183) no edge distance and spacing influence
steel failure
Mean ultimate resistance Ru,m [kN]: concrete C20/25
Anchor size M10 M12 M16 M16L M20 M10 M12 M16 M16L M20
Tensile NRu,m 38.2 49.0 82.1 82.1 132.9 38.2 49.0 68.7 72.0 132.9
Shear VRu,m 20.1 29.2 54.2 54.2 93.3 20.1 29.2 54.2 54.2 93.3
Characteristic resistance, Rk [kN]: concrete C20/25
Anchor size M10 M12 M16 M16L M20 M10 M12 M16 M16L M20
Tensile NRk 32.7 40.0 54.3 70.5 111.8 20.0 33.3 38.7 50.3 79.8 Shear VRk 18.0 27.0 51.0 51.0 88.0 18.0 27.0 51.0 51.0 88.0
Following values according to the:
Concrete Capacity Method
Design resistance, Rd [kN]: concrete fck,cube = 25 N/mm2
Anchor size M10 M12 M16 M16L M20 M10 M12 M16 M16L M20
Tensile NRd 21.8 26.7 36.2 47.0 74.5 13.3 22.2 25. 8 33.5 53.2 Shear VRd 14.4 21.6 40.8 40.8 70.4 14.4 21.6 40.8 40.8 70.4
Recommended load, Lrec [kN]: concrete fck,cube = 25 N/mm2
Anchor size M10 M12 M16 M16L M20 M10 M12 M16 M16L M20
Tensile NRec 15.6 19.1 25.8 33.6 53.2 9.5 15.9 18.4 23.9 38.0 Shear VRec 10.3 15.4 29.1 29.1 50.3 10.3 15.4 29.1 29.1 50.3
non-cracked concrete cracked concrete
HVZ adhesive anchor
Issue 2005 181
Basic loading data (for a single anchor): HAS-(E-)RTZ
All data on this section applies to For detailed design method, see pages 184 – 189. concrete: See table below. correct setting (See setting operations page 183) no edge distance and spacing influence
steel failure
Mean ultimate resistance, Ru,m [kN]: concrete C20/25
Anchor size M10 M12 M16 M16L M20 M10 M12 M16 M16L M20
Tensile NRu,m 38.2 49.0 82.1 82.1 132.9 38.2 49.0 68.7 72.0 132.9
Shear VRu,m 22.6 32.7 61.0 61.0 103.9 22.6 32.7 61.0 61.0 103.8
Characteristic resistance, Rk [kN]: concrete C20/25
Anchor size M10 M12 M16 M16L M20 M10 M12 M16 M16L M20
Tensile NRk 32.7 40.0 54.3 70.5 111.8 20.0 33.3 38.7 50.3 79.8 Shear VRk 20.0 30.0 56.0 56.0 98.0 20.0 30.0 56.0 56.0 98.0
Following values according to the:
Concrete Capacity Method
Design resistance, Rd [kN]: concrete fck,cube = 25 N/mm2
Anchor size M10 M12 M16 M16L M20 M10 M12 M16 M16L M20
Tensile NRd 21.8 26.7 36.2 47.0 74.5 13.3 22.2 25..8 33.5 53.2 Shear VRd 16.0 24.0 44.8 44.8 78.4 16.0 24.0 44.8 44.8 78.4
Recommended load, Lrec [kN]: concrete fck,cube = 25 N/mm2
Anchor size M10 M12 M16 M16L M20 M10 M12 M16 M16L M20
Tensile NRec 15.6 19.1 25.8 33.6 53.2 9.5 15.9 18.4 23.9 38.0 Shear VRec 11.4 17.1 32.0 32.0 56.0 11.4 17.1 32.0 32.0 56.0
Basic loading data (for a single anchor): HAS-(E-)HCR-TZ
All data on this section applies to For detailed design method, see pages 184 – 189. concrete: See table below. correct setting (See setting operations page 183) no edge distance and edge influence
steel failure
Mean ultimate resistance, Ru,m [kN]: concrete C20/25
Anchor size M10 M12 M16 M16L M20 M10 M12 M16 M16L M20
Tensile NRu,m 38.2 49.0 82.1 82.1 132.9 38.2 49.0 68.7 72.0 132.9
Shear VRu,m 25.1 36.4 61.0 61.0 105.8 25.1 36.4 61.0 61.0 105.8
non-cracked concrete cracked concrete
non-cracked concrete cracked concrete
3
HVZ adhesive anchor
182 Issue 2005
Characteristic resistance Rk [kN]: concrete C20/25
Anchor size M10 M12 M16 M16L M20 M10 M12 M16 M16L M20
Tensile NRk 32.7 40.0 54.3 70.5 111.8 20.0 33.3 38.7 50.3 79.8 Shear VRk 20.0 30.0 56.0 56.0 98.0 20.0 30.0 56.0 56.0 98.0
Following values according to the:
Concrete Capacity Method
Design resistance Rd [kN]: concrete fck,cube = 25 N/mm2
Anchor size M10 M12 M16 M16L M20 M10 M12 M16 M16L M20
Tensile NRd 21.8 26.7 36.2 47.0 74.5 13.3 22.2 25..8 33.5 53.2 Shear VRd 16.0 24.0 44.8 44.8 78.4 16.0 24.0 44.8 44.8 78.4
Recommended load, Lrec [kN]: concrete fck,cube = 25 N/mm2
Anchor size M10 M12 M16 M16L M20 M10 M12 M16 M16L M20
Tensile NRec 15.6 19.1 25.8 33.6 53.2 9.5 15.9 18.4 23.9 38.0 Shear VRec 11.4 17.1 32.0 32.0 56.0 11.4 17.1 32.0 32.0 56.0
Setting details
Anchor size M10x75 M12x95 M16x105 M16x125 M20x170
Foil capsule HVU-TZ M.. 10x90 12x110 16x125 20x190
Anchor rod HAS-(E-)TZ M.. 10x75/ tfix 12x95/ tfix 16x105/ tfix 16Lx125/tfix 20x170/ 40
d0 [mm] Drill bit diameter 12 14 18 25
h1 [mm] Hole depth 90 110 125 145 195
hmin [mm] Min. thickness of base material 150 190 210 250 340
tfix [mm] Max. fixture thickness 15 / 30 / 50 25 / 50 / 100 (and 40 for HAS-RTZ)
30 / 60 / 100 40
df [mm] Clearance hole rec.
(without bending verification) max. 1213
1415
1819
22
Tinst [Nm]Tightening HAS-TZTorque HAS-R/HCR-TZ
4050
5070
90100 150
Drill bit TE–CX 12/22 TE-TX 12/32
TE–CX 14/22 TE-TX 14/32
TE–C 18/32S TE-T 18/32
TE–C 25/27STE-T 25/32
d0
df
t fixhef
h1
hmin
HV
Z ...
HAS-E-TZHAS-TZ
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Base material temperature Min. time to wait before removing SCREWED-ON
setting tool (not applicable for TE-C HEX):
trel
Curing time: tcure
20°C and higher10°C to 20°C0°C to 10°C-5°C to 0°C
8 min. 20 min. 30 min. 1 hour
20 min. 30 min. 1 hour 5 hours
less than -5°C Please consult your Hilti technical service.
Installation equipment
A rotary hammer (TE5, TE6, TE15, TE-15C, TE-18M, TE35, TE55, TE76); max. setting speed of 850 r.p.m (rotary hammering action); a drill bit, a blow out pump and a setting tool: TE-C HEX (M10-M16), TE-Y HEX(M20);
Setting operations
1 2 3
®®®
HVU-TZ 4TE-C HEX
Drill hole. Blow out dust and
fragments.Insert HVU-TZ capsule.
Drive in with rotary hammering action.
trel5
tcure
6 7 Tinst
Allow rel time to pass Wait for curing Apply tightening torque.
Anchor geometry and mechanical properties
dp
lp
HVU-TZ M.. HVU-TZ M..
Marking of material and anchorage depthfor HAS-TZ: HVZ...for HAS-RTZ: HVZ R...for HAS-HCR: HVZ HCR...
d
dk
hefl
Sw
dw
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184 Issue 2005
Anchor size M10 M12 M16x105 M16x125 M20
HVU-TZ capsule:
lp [mm] HVU-TZ foil capsule length 110 127 140 200 dp [mm] HVU-TZ foil capsule diameter 11.0 13.0 17.0 23.0
HAS-(E-)TZ/-RTZ/-HCR-TZ:
Stressed cross-sectional area under tensile loading:
44.2 56.7 95.0 153.9
As [mm²] Stressed cross-sectional area under shear loading in thread:
58.0 84.3 157.0 245.0
fuk [N/mm²]Nominal tensile strength (point)
HAS-TZ 8.8 HAS-RTZ
HAS-HCR-TZ
800800800
fyk [N/mm²]Nominal yield strength (point)
HAS-TZ 8.8 HAS-RTZ
HAS-HCR-TZ
640600600
W [mm³] Section modulus 62.3 109.0 277.0 541
MRd,s [Nm] Design bending resistance
HAS-TZ 8.8 HAS-RTZ and HAS-HCR-TZ
38.4 68.8 181.6 415.2
d [mm] Shank diameter 10 12 16 20 dk [mm] Anchor end diameter 10.8 12.8 16.8 22.7 hef [mm] Actual anchorage depth 75 95 105 125 170 l [mm] Anchor length 124/139/159 158/183/233 181/211/251 201/231/271 269 Sw [mm] Width across flats 17 19 24 30 dw [mm] Washer outside diameter 20 24 30 37 1) The design bending resistance of the anchor rod was calculated using MRd,s = MRk,s/ Ms,b , where the partial safety factor Ms,b is 1.25.
Detailed design method - Hilti CC
Caution: In view of the high loads transferable with HVZ, it must be verified by the user that the load on the concrete structure including the loads introduced by the anchorage do not cause failure (e.g. cracking) of the concrete structure.
TENSION
The tensile design resistance of a single anchoris the lower of,
NRd,c : concrete cone/pull-out resistance
NRd,s : steel resistance
(The Hilti CC-Method is a simplified Version of ETAG Annex C)
N
cs
h
rec,c/s
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NRd,c: Concrete cone/pull-out resistance
N,RN,AN,Bo
c,Rdc,Rd fffNN
N0Rd,c : Concrete cone/pull-out design resistance
Concrete compressive strength fck,cube(150) = 25 N/mm2
Anchor size M10 M12 M16 M16L M20
N0
Rd,c1)
[kN] in non-cracked concrete 21.8 26.7 36.2 47.0 74.5
N0
Rd,c1)
[kN] in cracked concrete 13.3 22.2 25.8 33.5 53.2
hef [mm] Actual anchorage depth 75 95 105 125 170 1) The design tensile resistance is calculated from the characteristic tensile resistance No
Rk,c by NoRd,c= No
Rk,c/ Mc,N, where the partial safety factor Mc,N is 1.5.
fB,N : Influence of concrete strength
Concrete strength designation(ENV 206)
Cylinder compressive strength
fck,cyl [N/mm²]
Cube compressive strength
fck,cube [N/mm²] fB,N
C20/25 20 25 1
C25/30 25 30 1.1
C30/37 30 37 1.22
C35/45 35 45 1.34
C40/50 40 50 1.41
C45/55 45 55 1.48
C50/60 50 60 1.55
Concrete cylinder:
height 30cm, 15cm
diameter
Concrete cube:
side length 15cm
Concrete test specimen geometry
fA,N: Influence of spacing
Spacing, Anchor size
s [mm] M10 M12 M16 M16L M20
50 0.61 60 0.63 0.60 65 0.64 0.61 70 0.66 0.62 0.61 0.59 75 0.67 0.63 0.62 0.60 80 0.68 0.64 0.63 0.61 0.58 85 0.69 0.65 0.63 0.61 0.58 90 0.70 0.66 0.64 0.62 0.59
100 0.72 0.68 0.66 0.63 0.60 120 0.77 0.71 0.69 0.66 0.62 135 0.80 0.74 0.71 0.68 0.63 140 0.81 0.75 0.72 0.69 0.64 160 0.86 0.78 0.75 0.71 0.66 180 0.90 0.82 0.79 0.74 0.68 200 0.94 0.85 0.82 0.77 0.70 220 1.00 0.89 0.85 0.79 0.72 240 0.92 0.88 0.82 0.74
25
ff
cubeck,
NB,
Limits: 25 N/mm2 fck,cube 60 N/mm2
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186 Issue 2005
fA,N: Influence of spacing
Spacing, Anchor size
s [mm] M10 M12 M16 M16L M20
270 0.97 0.93 0.86 0.76 300 1.00 0.98 0.90 0.79 330 1.00 0.94 0.82 360 0.98 0.85 390 1.00 0.88 420 0.91 450 0.94 480 0.97 510 1.00
fR,N: Influence of edge distance
Edge Anchor size
distance,
c [mm] M10 M12 M16 M16L M20
50 0.58
60 0.65
65 0.68
70 0.72 0.62
75 0.75 0.64
80 0.78 0.67 0.49
85 0.82 0.70 0.65 0.59 0.50
90 0.85 0.72 0.68 0.61 0.51
95 0.88 0.75 0.70 0.63 0.53
100 0.92 0.78 0.73 0.65 0.54
105 0.95 0.80 0.75 0.67 0.56
110 0.98 0.83 0.77 0.69 0.57
115 1.00 0.86 0.80 0.71 0.59
125 0.91 0.85 0.75 0.62
135 0.96 0.89 0.79 0.65
145 1.00 0.94 0.83 0.68
155 1.00 0.87 0.71
165 0.91 0.74
175 0.95 0.76
185 1.00 0.79
205 0.85
230 0.93
255 1.00
efN,R
h
c50.025.0f Limits: cmin c ccr,N
Anchor size M10 M12 M16 M16L M20cmin [mm] 50 70 85 80 ccr,N [mm] 113 143 158 188 255
Note: If more than 3 edge distances are smaller than ccr,N, please contact your Hilti technical service.
efN,A
h6
s5.0f Limits: smin s scr,N
Anchor size M10 M12 M16 M16L M20smin [mm] 50 60 70 80 scr,N [mm] 225 285 315 375 510
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NRd,s : Steel design tensile resistance
Anchor size M10 M12 M16 M16L M20
NRd,s1) [kN] 23.3 34.0 60.0 121.3
1) The design value is calculated using NRd,s= NRk,s / Ms,N, where the partial safety factor, Ms,N , is 1.5.
NRd : System design tensile resistance
NRd = lower of NRd,c and NRd,s
Combined loading: Only if tensile load and shear load applied (See page 31 and section 4 “Examples”).
Detailed design method – Hilti CC
SHEAR
The design shear resistance of a single anchor is the lower of,
VRd,c : concrete edge resistance
VRd,s : steel resistance Note: If the conditions shown for h and c2 cannot be observed, please contact your Hilti sales representative.
VRd,c : Concrete edge design resistance
The lowest concrete edge resistance must be calculated. All near edges must be checked, (not only the edge in the direction of shear). The direction of shear is accounted by the factor f ,V.
V,ARV,V,B0
c,Rdc,Rd fffVV
V0Rd,c : Concrete edge design resistance
Concrete compressive strength fck,cube(150) = 25 N/mm2
at a minimum edge distance minc
V
cs
rec,c/sc >1.5c2
c >1.5c2
h>1.5c
(The Hilti CC-Method is a simplified Version of ETAG Annex C)
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188 Issue 2005
Anchor size M10 M12 M16 M16L M20
V0
Rd,c1) [kN] non-cracked concrete 3.5 6.4 9.6 9.9 10.3
V0
Rd,c1) [kN] cracked concrete 2.5 4.6 6.9 7.1 7.4
cmin [mm] min. edge distance 50 70 85 80 1) The design value of the ultimate state in shear is calculated from the characteristic anchor shear resistance, V°Rk,c, divided by V°Rd,c= V°Rk,c/ Mc,V, where the partial safety factor, Mc,V, is 1.5.
fB,V : Influence of concrete strength
Concrete strength designation(ENV 206)
Cylinder compressive strength
fck,cyl [N/mm²]
Cube compressive strength
fck,cube [N/mm²] fB,V
C20/25 20 25 1
C25/30 25 30 1.1
C30/37 30 37 1.22
C35/45 35 45 1.34
C40/50 40 50 1.41
C45/55 45 55 1.48
C50/60 50 60 1.55
Concrete cylinder:
height 30cm, 15cm
diameter
Concrete cube:
side length 15cm
Concrete test specimen geometry
f ,V : Influence of shear load direction
Angle [°] f ,V
0 to 55 1
60 1.1
70 1.2
80 1.5
90 to 180 2
Formulae:
1f V,
sin5.0cos
1f V,
2f V,
for 0° 55°
for 55° < 90°
for 90° < 180°
fAR,V : Influence of edge distance and spacing
Formula for single-anchor fasteningInfluenced only by edge
minminV,AR
c
c
c
cf
Formula for a two-anchor fastening valid for s < 3c
minminV,AR c
c
c6
sc3f
General formula for n-anchor fastening (edge plus n-1 spacing) only valid where s1 to sn-1 are all < 3c and c2 > 1.5c
minmin
1n21V,AR c
c
nc3
s...ssc3f
25
ff
cubeck,
VB,
Limits: 25 N/mm2 fck,cube 60 N/mm2
resultstabulatedbelow
V ... applied shear force
ccs
ss
2,2
1
2
3
n-1sc2,1
h >1,5 c
Note: It is assumed that only the row of anchors closest to the free concrete edge carries the centric shear load
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fAR.V c/cmin
1.0 1.2 1.4 1.6 1.8 2.0 2.2 2.4 2.6 2.8 3.0 3.2 3.4 3.6 3.8 4.0
Single anchor with edge influence 1.00 1.31 1.66 2.02 2.41 2.83 3.26 3.72 4.19 4.69 5.20 5.72 6.27 6.83 7.41 8.00
s/cmin 1.0 0.67 0.84 1.03 1.22 1.43 1.65 1.88 2.12 2.36 2.62 2.89 3.16 3.44 3.73 4.03 4.331.5 0.75 0.93 1.12 1.33 1.54 1.77 2.00 2.25 2.50 2.76 3.03 3.31 3.60 3.89 4.19 4.502.0 0.83 1.02 1.22 1.43 1.65 1.89 2.13 2.38 2.63 2.90 3.18 3.46 3.75 4.05 4.35 4.672.5 0.92 1.11 1.32 1.54 1.77 2.00 2.25 2.50 2.77 3.04 3.32 3.61 3.90 4.21 4.52 4.833.0 1.00 1.20 1.42 1.64 1.88 2.12 2.37 2.63 2.90 3.18 3.46 3.76 4.06 4.36 4.68 5.003.5 1.30 1.52 1.75 1.99 2.24 2.50 2.76 3.04 3.32 3.61 3.91 4.21 4.52 4.84 5.174.0 1.62 1.86 2.10 2.36 2.62 2.89 3.17 3.46 3.75 4.05 4.36 4.68 5.00 5.334.5 1.96 2.21 2.47 2.74 3.02 3.31 3.60 3.90 4.20 4.52 4.84 5.17 5.505.0 2.33 2.59 2.87 3.15 3.44 3.74 4.04 4.35 4.67 5.00 5.33 5.675.5 2.71 2.99 3.28 3.57 3.88 4.19 4.50 4.82 5.15 5.49 5.836.0 2.83 3.11 3.41 3.71 4.02 4.33 4.65 4.98 5.31 5.65 6.006.5 3.24 3.54 3.84 4.16 4.47 4.80 5.13 5.47 5.82 6.177.0 3.67 3.98 4.29 4.62 4.95 5.29 5.63 5.98 6.337.5 4.11 4.43 4.76 5.10 5.44 5.79 6.14 6.508.0 4.57 4.91 5.25 5.59 5.95 6.30 6.678.5 5.05 5.40 5.75 6.10 6.47 6.839.0 5.20 5.55 5.90 6.26 6.63 7.009.5 5.69 6.05 6.42 6.79 7.17
10.0 6.21 6.58 6.95 7.3310.5 6.74 7.12 7.5011.0 7.28 7.6711.5 7.8312.0 8.00
VRd,s : Steel design shear resistance
Anchor size M10 M12 M16 M16L M20
VRd,s1)[kN] HAS-(E-)TZ 14.4 21.6 40.8 70.4
VRd,s1) [kN HAS-(E-)RTZ, HAS-(E-)HCR 16.0 24.0 44.8 78.4
1) The design shear resistance is calculated using VRd,s= VRk,s/ Ms,V. The values for the stressedcross section As and the nominal tensile strength of steel, fuk, are given in the table „Anchor mechanical properties and geometry“. The partial safety factor, Ms,V is 1.25.
VRd : System design shear resistance
VRd : System shear design resistance
VRd = lower of VRd,c and VRd,s
Combined loading: Only if tensile load and shear load applied (See page 31 and section 4 “Examples”).
These results are for a two-. Anchor fastening.
For fastening made with more than 2 anchors, use the general formulae for n anchors.