HST stud anchor

65

Features:

- high loading capacity

- force- controlled expansion

- suitable for tension zone

- suitable for shock loading

- fire prevention assessment

- pre-assembled with nut and washer → time saving

- cold formed

Material:

HST: - carbon steel, zinc plated to min. 5 µm

HST-R: - stainless steel; A4; 1.4401; EN 10088

HST-HCR: - stainless steel; 1.4529

HST / HST-R / HST-HCR

A4316

Concrete Tension zone Shock

Close edge

distance/ spacing

Corrosion resistance

HCR

Basic loading data (for a single anchor): HST 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 85) • steel failure

For detailed design method, see pages 86 - 91.

Mean ultimate resistance, Ru,m [kN]: concrete ≅ C20/25

Anchor size M8 M10 M12 M16 M20 M24 M8 M10 M12 M16 M20 M24 Tensile NRu,m 16.6 22.3 35.2 48.7 76.0 86.1 10.3 11.6 21.9 31.1 44.9 60.2 Shear VRu,m 23.0 26.5 44.2 72.2 119.1 125.0 22.8 24.4 47.5 67.6 107.4 116.4 Characteristic resistance, Rk [kN]: concrete ≅ C20/25

Anchor size M8 M10 M12 M16 M20 M24 M8 M10 M12 M16 M20 M24 Tensile NRk 9.0 16.0 20.0 35.0 50.0 60.0 5.0 9.0 12.0 20.0 30.0 40.0 Shear VRk 13.0 20.0 30.0 50.0 55.0 94.0 13.0 20.0 30.0 50.0 55.0 94.0 Following values according to the:

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

Anchor size M8 M10 M12 M16 M20 M24 M8 M10 M12 M16 M20 M24

Tensile NRd 5.0 10.7 13.3 23.3 33.3 40.0 2.8 6.0 8.0 13.3 20.0 26.7 Shear VRd 10.4 16.0 24.0 40.0 41.4 62.7 10.4 16.0 24.0 40.0 41.4 62.7 Recommended load, Lrec [kN]: concrete fck,cube = 25 N/mm2

Anchor size M8 M10 M12 M16 M20 M24 M8 M10 M12 M16 M20 M24

Tensile NRec 3.6 7.6 9.5 16.7 23.8 28.6 2.0 4.3 5.7 9.5 14.3 19.0 Shear VRec 7.4 11.4 17.1 28.6 29.6 44.8 7.4 11.4 17.1 28.6 29.6 44.8

highMo

High corrosion resistance

Fire resistance

Hilti Anchor programme

non-cracked concrete cracked concrete

HST stud anchor

66

Basic loading data (for a single anchor): HST-R 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 85) • steel failure

For detailed design method, see pages 86 – 91.

non-cracked concrete cracked concrete

Mean ultimate resistance, Ru,m [kN]: concrete ≅ C20/25

Anchor size M8 M10 M12 M16 M20 M24 M8 M10 M12 M16 M20 M24 Tensile NRu,m 18.1 26.7 35.1 49.8 77.4 79.1 12.7 18.4 20.1 36.0 55.1 70.5 Shear VRu,m 22.8 31.9 50.3 84.0 136.0 151.4 20.6 31.9 45.5 84.0 106.6 151.4 Characteristic resistance, Rk [kN]: concrete ≅ C20/25

Anchor size M8 M10 M12 M16 M20 M24 M8 M10 M12 M16 M20 M24 Tensile NRk 9.0 16.0 20.0 35.0 50.0 60.0 5.0 9.0 12.0 25.0 30.0 40.0 Shear VRk 13.0 20.0 30.0 50.0 80.0 115.0 13.0 20.0 30.0 50.0 80.0 115.0 Following values according to the:

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

Anchor size M8 M10 M12 M16 M20 M24 M8 M10 M12 M16 M20 M24

Tensile NRd 6.0 10.7 13.3 23.3 33.3 40.0 3.3 6.0 8.0 16.7 20.0 26.7 Shear VRd 10.4 16.0 24.0 38.5 55.6 79.9 10.4 16.0 24.0 38.5 55.6 79.9 Recommended load, Lrec [kN]: concrete fck,cube = 25 N/mm2

Anchor size M8 M10 M12 M16 M20 M24 M8 M10 M12 M16 M20 M24

Tensile NRec 4.3 7.6 9.5 16.6 23.8 28.6 2.4 4.3 5.7 11.9 14.2 19.0 Shear VRec 7.4 11.4 17.1 27.5 39.7 57.1 7.4 11.4 17.1 27.5 39.7 57.1 Basic loading data (for a single anchor): HST-HCR 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 85) • steel failure

For detailed design method, see pages 86 - 91.

cracked concrete non-cracked concrete

Mean ultimate resistance, Ru,m [kN]: concrete ≅ C20/25

Anchor size M8 M10 M12 M16 M8 M10 M12 M16 Tensile NRu,m 15.2 22.7 32.4 45.5 13.8 16.2 21.5 32.4 Shear VRu,m 14.0 21.6 32.4 59.4 14.0 21.6 32.4 59.4

HST stud anchor

Characteristic resistance, Rk [kN]: concrete ≅ C20/25

Anchor size M8 M10 M12 M16 M8 M10 M12 M16 Tensile NRk 9.0 16.0 20.0 35.0 5.0 9.0 12.0 25.0 Shear VRk 13.0 20.0 30.0 55.0 13.0 20.0 30.0 55.0 Following values according to the:

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

Anchor size M8 M10 M12 M16 M8 M10 M12 M16

Tensile NRd 5.0 8.9 11.1 19.4 2.8 5.0 6.7 13.8 Shear VRd 10.4 16.0 24.0 44.0 10.4 16.0 24.0 44.0 Recommended load, Lrec [kN]: concrete fck,cube = 25 N/mm2

Anchor size M8 M10 M12 M16 M8 M10 M12 M16

Tensile NRec 3.6 6.4 7.9 13.9 2.0 3.6 4.8 9.9 Shear VRec 7.4 11.4 17.1 31.4 7.4 11.4 17.1 31.4

Setting details

Anchor size

Setting Details do [mm] Nominal dia. of drill bit

HST Tinst [Nm] Rec. tighten- ing torque HST-R

HST-HCRSW [mm] Width across nut flats df [mm] Clearance hole diameter h1 [mm] Min. depth of drill hole hef [mm] Effective embed. depth

Min. fasten.thickness tfix [mm] Max. fasten.thickness

hmin [mm] Min. concrete thickness

Drill bit

Marking

68

M8 M10 M12 M16

8 10 12 16 20 45 60 110

20 40 60 110

13 17 19 24 9 12 14 18

65 80 95 115 47 60 70 82 2 2 2 2

195 200 200 200 100 120 140 160

TE-CX-8 TE-CX-10 TE-CX-12 TE-C-16 or TE-Y-

hef t fix

hmin

h1

d 0

d f

Tinst

HST stud anchor

68

Anchor size Setting Details

M20 M24

do [mm] Nominal dia. of drill bit 20 24 Tinst [Nm] Rec.tightening torque 240 300 SW [mm] Width across nut flats 30 36 df [mm] Clearance hole diameter 22 26 h1 [mm] Min. depth of drill hole 140 170 hef [mm] Effective embed. depth 101 125

Min. fasten. thickness 2 2 tfix [mm] Max. fasten. thickness 305 330

hmin [mm] Min. concrete thickness 200 250

Drill bit TE-C-S 20 TE-Y 20

TE-C-S 24 TE-Y 24

HST-HCR is available up to M16.

Installation equipment Rotary hammer (TE1, TE 2, TE5, TE6, TE6A, TE15, TE15-C, TE18-M, TE 35, TE 55, TE 76), drill bit, blow-out pump, torque wrench, appropriate size hexagon drive socket for correct setting. Setting operations

Drill hole with drill bit.

Blow out dust and fragments.

Install anchor.

Apply tightening torque.

Mechanical properties of anchor bolt

Anchor size M8 M10 M12 M16 M20 M24 HST 800 800 800 680 550 530

fuk [N/mm2] Nominal tensile strength HST-R 700 700 700 650 700 700

HST-HCR 700 700 700 700 - -

HST 640 640 640 480 400 450

fyk [N/mm2] min. Yield strength HST-R 500 500 500 500 500 500

HST-HCR 450 450 450 450 - -

As [mm2] Stressed cross-section in taper 24.2 41.3 57.4 105.7 167.4 240.5

As [mm2] Stressed cross-section in thread 36.6 58 84.3 157 245 353

Wel [mm3] Elastic moment of resistance 31.2 62.3 109 277 541 935

HST 24.0 47.8 83.7 159.6 259.7 475.7

MRd,s [Nm] Design bending moment 1) HST-R 18.7 37.4 65.4 166.2 324.6 561

HST-HCR 16.8 33.5 58.7 161.1 - - 1) The design bending moment is calculated from MRd,s = 1.2⋅Wel⋅fuk/γMs where the partial safety factor γMs varies with anchor type and size.

HST stud anchor

69

Detailed design method - Hilti CC

TENSION The tensile design resistance of a single anchor is the lower of,

NRd,p : concrete pull-out resistance NRd,c : concrete cone resistance NRd,s : steel resistance

NRd,p : Pull-out resistance

Bo

p,Rdp,Rd fNN ⋅=

N0Rd,p : Design pull-out resistance

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

Anchor size M8 M10 M12 M16 M20 M24 HST 5.0 10.7 13.3 23.3 33.3 40.0

HST-R 6.0 10.7 13.3 23.3 33.3 40.0 N0Rd,p

1) [kN] non-cracked concrete

HST-HCR 5.0 8.9 11.1 19.4 - -

HST 2.8 6.0 8.0 13.3 20.0 26.7

HST-R 3.3 6.0 8.0 16.7 20.0 26.7 N0Rd,p

1) [kN] cracked concrete

HST-HCR 2.8 5.0 6.7 13.8 - - 1) The tensile design resistance is calculated from the tensile characteristic resistance No

Rk,p by NoRd,p= No

Rk,p/γMp where the partial safety factor γMp varies with anchor type and size (as per relevant approval).

NRd,c : Concrete cone resistance

RNANBo

c,Rdc,Rd fffNN ⋅⋅⋅=

N0Rd,c : Design concrete cone resistance

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

Anchor size M8 M10 M12 M16 M20 M24

N0Rd,c

1) [kN] non-cracked concrete 9.0 15.6 19.7 24.9 34.1 47.0

N0Rd,c

1) [kN] cracked concrete 6.4 11.2 14.1 17.8 24.4 33.5

efh [mm] effective embedment depth 47 60 70 82 101 125 1) The tensile design resistance is calculated from the tensile characteristic resistance No

Rk,c by NoRd,c= No

Rk,c/γMc,N, where the partial safety factor γMc,N varies with anchor type and size (as per relevant approval).

(The Hilti CC-Method is a simplified Version of ETAG Annex C)

N

c s

h

rec,p/c/s

HST stud anchor

fB :Influence of concrete strength

Concrete strength designation (ENV 206)

Cylinder compressive strength

fck,cyl [N/mm²]

Cube compressive strength

fck,cube [N/mm²]

fB

C20/25 20 25 1.0 C25/30 25 30 1.1 C30/37 30 37 1.22 C35/45 35 45 1.34 C40/50 40 50 1.41 C45/55 45 55 1.48 C50/60 50 60 1.55

25f

f cube,ckB =

Limits: 25 N/mm2 ≤ fck,cube(150) ≤ 60 N/mm2

Concrete cylinder:

height 30cm, 15cm diameter

Concrete cube: side length 15cm

Concrete test specimen geometry

fAN :Influence of anchor spacing

Anchor spacing anchor size s [mm] M8 M10 M12 M16 M20 M24

60 0.71 0.64 70 0.75 0.69 0.67 0.64 90 0.82 0.75 0.71 0.68

110 0.89 0.81 0.76 0.72 0.68 130 0.96 0.86 0.81 0.76 0.71 0.67 150 0.92 0.86 0.80 0.75 0.70 170 0.97 0.90 0.85 0.78 0.73 190 0.95 0.89 0.81 0.75 210 1.00 0.93 0.85 0.78 230 0.97 0.88 0.81 250 1.00 0.91 0.83 270 0.95 0.86 290 0.98 0.89 310 1.00 0.91 330 0.94 350 0.97 380 1.00

efAN h6

s5.0f⋅

+=

Limits:

N,crmin sss ≤≤

smin varies with edge distance, see table “minimum spacing & minimum edge distance“, next page

efN,cr h3s ⋅=

fRN :Influence of edge distance

Edge distance anchor size c [mm] M8 M10 M12 M16 M20 M24

55 0.84 0.71 0.64 60 0.89 0.75 0.68 70 0.99 0.83 0.75 0.68 80 0.92 0.82 0.74 90 1.00 0.89 0.80

100 0.96 0.86 110 0.92 120 0.98 130 140 0.94 150 0.99 0.85 160 0.89 170 0.93 180 0.97

efRN h

c5.025.0f ⋅+=

Limits:

N,crmin ccc ≤≤ cmin varies with spacing, see table “minimum spacing & minimum edge distance“, next page

efN,cr h5.1c ⋅=

Note: If more than 3 edges are smaller than ccr,N consult the Hilti Technical Advisory Service

70

HST stud anchor

71

HST M8 M10 M12 M16 M20 M24

smin [mm] 60 55 60 70 100 125 Minimum spacing

for c ≥ [mm] 50 80 85 110 225 255

cmin [mm] 50 55 55 85 140 170 Minimum edge distance

for s ≥ [mm] 60 115 145 150 270 295 HST-R M8 M10 M12 M16 M20 M24

smin [mm] 60 55 60 70 100 125 Minimum spacing

for c ≥ [mm] 60 70 80 110 195 205

cmin [mm] 60 50 55 70 140 150 Minimum edge distance

for s ≥ [mm] 60 115 145 160 210 235 HST-HCR M8 M10 M12 M16

smin [mm] 60 55 60 70 Minimum spacing

for c ≥ [mm] 60 70 80 110

cmin [mm] 60 55 55 70 Minimum edge distance

for s ≥ [mm] 60 115 145 160 Intermediatate values by interpolation. NRd,s : Steel design tensile resistance

Anchor size M8 M10 M12 M16 M20 M24 HST 12.8 21.3 28.7 50.0 46.9 90.1 HST-R 11.3 18.7 26.7 44.2 63.0 90.2 NRd,s

1) [kN] HST-HCR 12.9 21.5 30.5 56.3 - -

1) The design tensile resistance is calculated from the characteristic tensile resistance, NRk,s , using NRd,s= NRk,s /γMs, where the partial safety factor γMs varies with anchor type and size (as per relevant approval).

NRd : System design tensile resistance

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

Combined loading: Only if tensile load and shear load applied (See page 31 and section 4 “Examples”). Detailed design method – Hilti CC (The Hilti CC-Method is a simplified Version of ETAG Annex C)

V

c srec,c/sc >1.5c

2

c >1.5c2

h>1.5c

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

VRd,c : concrete edge resistance VRd,s : steel resistance

Note: If the conditions regarding h and c2 are not met, consult your Hilti technical advisory service.

HST stud anchor

72

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 fβ,V.

V,ARV,Bo

c,Rdc,Rd fffVV ⋅⋅⋅= β V0

Rd,c : Concrete edge design resistance • Concrete compressive strength fck,cube(150) = 25 N/mm2 • at a minimum edge distance mincHST Anchor size M8 M10 M12 M16 M20 M24 V0

Rd,c1) [kN] non-cracked concrete 3.0 3.9 4.2 9.1 21.5 31.7

V0Rd,c

1) [kN] cracked concrete 2.1 2.8 3.0 6.5 15.4 22.7 cmin [mm] min. edge distance 50 55 55 85 140 170 for s≥ [mm] min. spacing distance 60 115 145 150 270 295 HST-R / HCR Anchor size M8 M10 M12 M16 M20 M24 V0

Rd,c1) [kN] non-cracked concrete 3.9 3.4 4.2 6.8 21.5 26.3

V0Rd,c

1) [kN] cracked concrete 2.8 2.4 3.0 4.9 15.4 18.8 cmin [mm] min. edge distance 60 50 55 70 140 150

for s≥ [mm] min. spacing distance 60 115 145 160 210 235 HST-R / HCR Anchor size M8 M10 M12 M16 V0

Rd,c1) [kN] non-cracked concrete 3.9 3.9 4.2 6.8

V0Rd,c

1) [kN] cracked concrete 2.8 2.8 3.0 4.9 cmin [mm] min. edge distance 60 55 55 70 for s≥ [mm] min. spacing distance 60 115 145 160 1) The shear design resistance is calculated from the shear characteristic resistance Vo

Rk,c by VoRd,c= Vo

Rk,c/γMc,V, where the partial safety factor γMc,V is equal to 1.5. fB : Influence of concrete strength

Concrete strength designation (ENV 206)

Cylinder compressive strength

fck,cyl [N/mm²]

Cube compressive strength

fck,cube [N/mm²]

fB

C20/25 20 25 1.0 C25/30 25 30 1.1 C30/37 30 37 1.22 C35/45 35 45 1.34 C40/50 40 50 1.41 C45/55 45 55 1.48 C50/60 50 60 1.55

25f

f cube,ckB =

Limits: 25 N/mm2 ≤ fck,cube(150) ≤ 60 N/mm2

Concrete cylinder:

height 30cm, 15cm diameter

Concrete cube: side length 15cm

Concrete test specimen geometry

HST stud anchor fβ,V : Influence of shear load direction

Angle β [°] fβ,V

0 to 55 1 60 1.1 70 1.2 80 1.5

90 to 180 2

Formulae: 1f V, =β

β+β=β sin5.0cos

1f V,

2f V, =β

for 0° ≤ β ≤ 55°

for 55° < β ≤ 90°

for 90° < β ≤ 180°

fAR,V : Influence of spacing and edge distance

Formula for single anchor fastening influenced only by edge

minminV,AR c

cc

cf =

Formula for anchor pair valid for s < 3c

minminV,AR c

cc6

sc3f +=

General formula for n anchors (edge 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 ⋅++++

= −

cs

ss

2,2

12

3

n-1sc2,1

Note: It is assumed that only the row of an the free concrete edge carries the c

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 4Single 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.

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. 1.5 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. 2.0 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. 2.5 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. 3.0 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. 3.5 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. 4.0 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. 4.5 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. 5.0 2.33 2.59 2.87 3.15 3.44 3.74 4.04 4.35 4.67 5.00 5.33 5. 5.5 2.71 2.99 3.28 3.57 3.88 4.19 4.50 4.82 5.15 5.49 5. 6.0 2.83 3.11 3.41 3.71 4.02 4.33 4.65 4.98 5.31 5.65 6. 6.5 3.24 3.54 3.84 4.16 4.47 4.80 5.13 5.47 5.82 6. 7.0 3.67 3.98 4.29 4.62 4.95 5.29 5.63 5.98 6. 7.5 4.11 4.43 4.76 5.10 5.44 5.79 6.14 6. 8.0 4.57 4.91 5.25 5.59 5.95 6.30 6. 8.5 5.05 5.40 5.75 6.10 6.47 6. 9.0 5.20 5.55 5.90 6.26 6.63 7. 9.5 5.69 6.05 6.42 6.79 7. 10.0 6.21 6.58 6.95 7. 10.5 6.74 7.12 7. 11.0 7.28 7. 11.5 7. 12.0 8.

results tabulated below

V ... applied shear force

β

.

SHEAR

c

h >1,5 c

chors closest to entric shear load

.0

00

335067830017335067830017335067830017335067

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

73

8300

HST stud anchor

74

VRd,s : Steel design shear resistance

Anchor size M8 M10 M12 M16 M20 M24

HST 10.4 16.0 24.0 40.0 41.4 62.7

HST-R 10.4 16.0 24.0 38.5 55.6 79.9 VRd,s [kN] HST-HCR 10.4 16.0 24.0 44.0 - -

1) The design shear resistance is calculated from the characteristic shear resistance, VRk,s , using VRd,s= VRk,s /γMs, where the partial safety factor γMs varies with anchor type and size (as per relevant approval).

VRd : System design shear resistance

VRd = lower of VRd,c and VRd,s

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