qd - Spatiul Construit · Ancore pentru sarcini mari / Metalice IBMB 3027/027-5 Indica cii de montaj: Marcajul adâncimii de pozare n n n n Cele mai bune valori de sarcin la înc

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


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


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


h1

h

d0

0 d /

Following values according to the

Concrete Capacity Method

Design resistance, Rd [kN]: concrete, fck,cube = 25 N/mm2


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


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


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

Issue 2005 247

3


Setting operations


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


Issue 2005 249

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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


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.


Issue 2005 251

3

NRd,s: Steel design tensile resistance


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”).


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


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.


252 Issue 2005

fB,V: Influence of concrete strength



fck,cyl [N/mm²]


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


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.


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.


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


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


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


53

Following values according to the:


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.


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:


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


Rotary hammer (TE1, TE2, TE5, TE6, TE6A, TE15, TE15-C, TE18-M, TE35, TE55, TE76), hammer, torque wrench, blow out pump.



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


tfix [mm] Fastenable thickness (small/ /large) 1) 10/20 20 25




l [mm] Anchor length 2) 80/90 100 120



SW [mm] Size of hexagon socket screw key 6 8 10


1) Other tfix possible 2) Other anchor length possible according to other tfix



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


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



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



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 - - - -


hmin

h1

hef

Tinst.

tfix


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


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)


60

NRd,c : Concrete cone resistance

N0Rd,c : Design concrete cone resistance


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


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


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


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



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



Note: If more than 3 edges are smaller than ccr,Nconsult your Hilti Technical Advisory Service


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


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



53




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


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.


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:


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


Rotary hammer (TE1, TE2, TE5, TE6, TE6A, TE15, TE15-C, TE18-M, TE35, TE55, TE76), hammer, torque wrench, blow out pump.



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



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


tfix [mm] Fastenable thickness 1) 5 20 25




l [mm] Anchor length 2) 88 120 142

[mm] Head height and washer 10 13 15

dw [mm] Washer diameter 20 25 30



SW [mm] Width across 6 8 10


HSL-3-SK


tfix [mm] Fastenable thickness (small/ /large) 1) 10/20 20 25




l [mm] Anchor length 2) 80/90 100 120



SW [mm] Size of hexagon socket screw key 6 8 10





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


tfix small tfix medium tfix large tfix = 100 mm

87102122182

100115135195

119139164214

148163188238

170190220260

[mm] Head height and washer 8 11 13 17 20


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



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



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 - - - -


hmin

h1

hef

Tinst.

tfix


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)



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


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 ��


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



60




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)


fck,cyl [N/mm²]



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


diameter



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 �



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


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 = lower of NRd,p , NRd,c and NRd,s



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



Note: If more than 3 edges are smaller than ccr,Nconsult your Hilti Technical Advisory Service


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)


fck,cyl [N/mm²]



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 �



diameter



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


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


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



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 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


4.3.2.5 Installation Instructions


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


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.

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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.

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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.

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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)

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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


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



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.


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)


HSL-G-R

A4

316

Concrete Hilti Anchor programme

Fire resistanceCorrosion resistance

Small edge distance /spacing


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


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


nom

actT h

hf nomactnom h1.5hh hact actual anchorage depth


hnom [mm] 65 75 80 105 130

fB: Influence of concrete strength


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


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


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


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


Rotary hammer (TE1, TE2, TE5, TE6, TE6A, TE15, TE15-C, TE18-M, TE35, TE55, TE76), a hammer and a torque wrench.

hnom

2


61

Features:


- 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]:


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)


HSL-G-R

A4

316

Concrete Hilti Anchor programme

Fire resistanceCorrosion resistance

Small edge distance /spacing


62

Design resistance, Rd [kN]: fcc = 30 N/mm2


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


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


nom

actT h

hf nomactnom h1.5hh hact actual anchorage depth


hnom [mm] 65 75 80 105 130

fB: Influence of concrete strength


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


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


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


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


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


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


Rotary hammer (TE1, TE2, TE5, TE6, TE6A, TE15, TE15-C, TE18-M, TE35, TE55, TE76), a hammer and a torque wrench.

hnom

2


65

Drill hole with drill bit. Blow out dust and fragments. Install anchor. Apply tightening torque


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


65

Drill hole with drill bit. Blow out dust and fragments. Install anchor. Apply tightening torque


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



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


Features:


- 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


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


Rotary hammer (TE1, TE2, TE5, TE6, TE6A, TE15, TE15-C, TE18-M or TE35), a blow out pump,

hmin

h1

hef

hmin


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.


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,p : Pull-out resistance Pull-out failure mode not determinating


RNANBo

c,Rdc,Rd fffNN

Setting operations


66 Issue 2005




steel failure


Anchor size M12 M12

hnom 65 80





Anchor size M12 M12

hnom 65 80



Anchor size M12 M12

hnom 65 80



Features:




Material:









Versions:

-HSL-I M12/0*65

-HSL-I M12/0*80

HSL-I


programme


Issue 2005 67

2

Setting details

HSL-I




(in.) 2.56 3.15


(in.) 3.15 3.74

(mm) 130 160 hmin ;


(mm) 20 20 dh



(ft/*lb) 60 60






hmin

h1

hef

hmin


68 Issue 2005



pump.

Hammer in anchor.


anchor.


exerted.


into the anchor.




TENSION







RNANBo

c,Rdc,Rd fffNN

Setting operations


66 Issue 2005




steel failure


Anchor size M12 M12

hnom 65 80





Anchor size M12 M12

hnom 65 80



Anchor size M12 M12

hnom 65 80



Features:




Material:









Versions:

-HSL-I M12/0*65

-HSL-I M12/0*80

HSL-I


programme


66 Issue 2005




steel failure


Anchor size M12 M12

hnom 65 80





Anchor size M12 M12

hnom 65 80



Anchor size M12 M12

hnom 65 80



Features:




Material:









Versions:

-HSL-I M12/0*65

-HSL-I M12/0*80

HSL-I


programme


Issue 2005 67

2

Setting details

HSL-I




(in.) 2.56 3.15


(in.) 3.15 3.74

(mm) 130 160 hmin ;


(mm) 20 20 dh



(ft/*lb) 60 60






hmin

h1

hef

hmin


68 Issue 2005



pump.

Hammer in anchor.


anchor.


exerted.


into the anchor.




TENSION







RNANBo

c,Rdc,Rd fffNN

Setting operations


Issue 2005 69

2


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.



Combined loading: See end of this chapter.

efN,A h6

s5.0f

Limits: N,crmin sss

smin=85mmscr;N=3hef


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


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.


Detailed design method – Hilti CC

SHEAR

The design shear resistance of a single anchor is the lower of:



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.



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


Combined loading

1.0V

V

N

N1,5

Rd

Sd

1,5

Rd

Sd


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


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


h1 [mm] Hole depth 90 110 125 170 205


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


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


- 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


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




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


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



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.


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


220 Issue 2005


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


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




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


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/ Mc,N, where the partial safety factor, Mc,N , is 1.8.


anchorage depth addtional lengthaccording to application

d

dp

lp

HVU M..HVU M.. HVU M..

N

cs

h

rec,c/s


Issue 2005 221

3


nom

actT

h

hf Limits to actual anchorage depth hact: hnom hact 2.0hnom

fB,N : Influence of concrete strength



fck,cyl [N/mm²]



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



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


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.


222 Issue 2005

NRd,s1) : Steel design tensile resistance


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.



Combined loading: Only if tensile load and shear load applied (See page 31 and section 4 “Examples").


SHEAR

The design shear resistance of a singleanchor is the lower of




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


concrete compressive strength, fck,cube(150) = 25 N/mm2



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




V

cs

rec,c/sc >1.5c2

c >1.5c2

h>1.5c


Issue 2005 223

3




fck,cyl [N/mm²]



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




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.


224 Issue 2005

ccs

ss

2,2

1

2

3

n-1sc2,1

h >1,5 c



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


Angle, ß [°] f ,V

0 to 55 1

60 1.1

70 1.2

80 1.5

90 to 180 2



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.




1fV,

ßsin5,0ßcos

1f

V,

2fV,

for 0° ß 55°

for 55° < ß 90°

for 90° < ß 180°

Formulae:



HVU adhesive with HAS rod

200 Issue 2005



Anchor size M8 M10 M12 M16 M20 M24 M27 M30 M33 M36 M39





Features:


- 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


steel failure: steel grade 5.8 for M8 – M24 sizes and steel grade 8.8 for M27 – 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



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




Issue 2005 201

3

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.



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



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











202 Issue 2005

d0

df

h1

h

t fix

min

Setting details


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:


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.


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.


Issue 2005 203

3

Setting operations

1 2 3HVU

5 HAS4


fragments.Insert HVU capsule. Drive in anchor.

5 trel 6 tcure7

Tinst

Allow gel time to pass. Wait for curing. Apply tightening

torque.


dp

lp l

dw

Sw


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



204 Issue 2005


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





N,RN,ATN,Bo

c,Rdc,Rd ffffNN

N0Rd,c : Concrete cone/pull-out design resistance



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.


Designation of grade of concrete

(ENV 206)

Cylinder compressive

strength,

fck,cyl [N/mm²]

Cube compressive

strength,


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



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


Issue 2005 205

3

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


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


cmin = 0,5 hnom

ccr,N = 1,0 hnom


nomN,A

h4

s5,0f


smin=0,5 hnom

scr,N=2,0 hnom


206 Issue 2005

NRd,s1) : Steel design tensile resistance


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.





SHEAR



VRd,s : steel resistance Note: If the conditions for h and c2 are not met, consult your Hilti technical advisory service.


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



Issue 2005 207

3





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





fck,cyl [N/mm²]



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


fAR,V: Influence of spacing and edge distance


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


ccs

ss

2,2

1

2

3

n-1sc2,1

h >1,5 c




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


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.




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


- no expansion force in base material


- 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



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



Tensile, NRk 35.6 81.6 66.9 150.3 174.3

Shear, VRk 11.0 17.4 25.3 47.1 73.5





Tensile, NRd 12.2 19.3 28.1 52.3 81.7 Shear, VRd 8.8 13.9 20.2 37.7 58.8



Tensile, NRec 8.7 13.8 20.1 37.4 58.6 Shear, VRec 6.3 9.9 14.5 26.9 42.0


3


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



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



Tensile, NRk 37.5 81.6 66.9 150.3 160.3

Shear, VRk 15.4 24.4 35.4 65.9 102.9





Tensile, NRd 13.7 21.7 31.6 58.8 91.7 Shear, VRd 9.9 15.6 22.7 42.3 66.0



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



Issue 2005 211

3


Foil capsule HVU... M10x90 M12x110 M16x125 M20x170 M24x210

Sleeve HIS-N ..., HIS-RN ... M8x90 M10x110 M12x125 M16x170 M20x205


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:


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




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


fragments.Insert HVU capsule. Drive in anchor.

5 trel 6 tcure7

Tinst

Allow rel time to pass. Wait for curing. Apply tightening torque.


212 Issue 2005



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.


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



NRd,s : steel resistance of the bolt or sleeve


dp

lp ll

ddp

lp


N

cs

h

rec,c/s


Issue 2005 213

3


N,RN,AN,Bo

c,Rdc,Rd fffNN

N0Rd,c: Concrete cone/pull-out design resistance



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/ Mc,N, where the partial

safety factor, Mc,N , is 1.8.

fB,N: Influence of concrete strength


compressive cylinder strength,

fck,cyl [N/mm²]

compressive cube strength,


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


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


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


214 Issue 2005


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


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 = lower of NRd,c, NRd,ssleeve or NRd,s

bolt


nomN,R

h

c72.028.0f


cmin= 0,5 hnom

ccr,N= 1,0 hnom



Issue 2005 215

3


SHEAR



VRd,s : steel resistance of the bolt


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


concrete compressive strength, fck,cube(150) = 25 N/mm2



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



fBV: Influence of concrete strength



fck,cyl [N/mm²]



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


V

cs

rec,c/sc >1.5c2

c >1.5c2

h>1.5c


25

ff cube,ck

V,B

Limits: 20 N/mm2 fck,cube(150) 60 N/mm2



216 Issue 2005

ccs

ss

2,2

1

2

3

n-1sc2,1

h >1,5 c



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


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


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:


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.



Issue 2005 217

3



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 = lower of VRd,c and VRd,sbolt


HVZ adhesive anchor

180 Issue 2005

Features:


- 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


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



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





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



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



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








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




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



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



3

HVZ adhesive anchor

182 Issue 2005

Characteristic resistance Rk [kN]: concrete C20/25





Design resistance Rd [kN]: concrete fck,cube = 25 N/mm2


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




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

HVZ adhesive anchor

Issue 2005 183

3

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



less than -5°C Please consult your Hilti technical service.


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


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.


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

HVZ adhesive anchor

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.


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,




N

cs

h

rec,c/s

HVZ adhesive anchor

Issue 2005 185

3


N,RN,AN,Bo

c,Rdc,Rd fffNN

N0Rd,c : Concrete cone/pull-out design resistance


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.




fck,cyl [N/mm²]



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


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,


HVZ adhesive anchor

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


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

HVZ adhesive anchor

Issue 2005 187

3

NRd,s : Steel design tensile resistance


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.





SHEAR

The design shear resistance of a single anchor is the lower of,


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




V

cs

rec,c/sc >1.5c2

c >1.5c2

h>1.5c


HVZ adhesive anchor

188 Issue 2005


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



fck,cyl [N/mm²]



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


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,




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

HVZ adhesive anchor

Issue 2005 189

3

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)[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 shear design resistance




For fastening made with more than 2 anchors, use the general formulae for n anchors.

Documents

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