Thong so hilti

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
A4
316
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
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
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
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
• steel failure
For detailed design method, see pages 86 – 91.
non-cracked concrete cracked concrete
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
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
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
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
• steel failure
For detailed design method, see pages 86 - 91.
cracked concretenon-cracked concrete
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
68
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
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
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
M8 M10 M12 M16
do [mm] Nominal dia. of drill bit 8 10 12 16
HST 20 45 60 110
Tinst [Nm] Rec. tighten-
ing torque HST-R
HST-HCR
20 40 60 110
SW [mm] Width across nut flats 13 17 19 24
df [mm] Clearance hole diameter 9 12 14 18
h1 [mm] Min. depth of drill hole 65 80 95 115
hef [mm] Effective embed. depth 47 60 70 82
Min. fasten.thickness 2 2 2 2
tfix [mm]
Max. fasten.thickness 195 200 200 200
hmin [mm] Min. concrete thickness 100 120 140 160
Drill bit TE-CX-8 TE-CX-10 TE-CX-12 TE-C-16 or TE-Y-
hef tfix
hmin
h1
Marking
d0
df
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/mm
2
] 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/mm
2
] min. Yield strength HST-R 500 500 500 500 500 500
HST-HCR 450 450 450 450 - -
As [mm
2
] Stressed cross-section in taper 24.2 41.3 57.4 105.7 167.4 240.5
As [mm
2
] Stressed cross-section in thread 36.6 58 84.3 157 245 353
Wel [mm
3
] 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
B
o
p,Rdp,Rd fNN ⋅=
N0
Rd,p : Design pull-out resistance
• Concrete compressive strength fck,cube(150) = 25 N/mm2
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 40.0N
0
Rd,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 26.7N
0
Rd,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 N
o
Rk,p by N
o
Rd,p= N
o
Rk,p/γMp where the partial safety
factor γMp varies with anchor type and size (as per relevant approval).
NRd,c : Concrete cone resistance
RNANB
o
c,Rdc,Rd fffNN ⋅⋅⋅=
N0
Rd,c : Design concrete cone resistance
N
0
Rd,c
1)
[kN] non-cracked concrete 9.0 15.6 19.7 24.9 34.1 47.0
N
0
Rd,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 N
o
Rk,c by N
o
Rd,c= N
o
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
70
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
25
f
f cube,ck
B =
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
ef
AN
h6
s
5.0f
⋅
+=
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
ef
RN
h
c
5.025.0f ⋅+=
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

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
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
for s ≥ [mm] 60 115 145 160
Intermediatate values by interpolation.
NRd,s : Steel design tensile resistance
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 90.2NRd,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
s
rec,c/sc >1.5c
2
c >1.5c
2
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,B
o
c,Rdc,Rd fffVV ⋅⋅⋅= β
V0
Rd,c : Concrete edge design resistance
• at a minimum edge distance minc
HST Anchor size M8 M10 M12 M16 M20 M24
V
0
Rd,c
1)
V
0
Rd,c
1)
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
V
0
Rd,c
1)
V
0
Rd,c
1)
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
V
0
Rd,c
1)
[kN] non-cracked concrete 3.9 3.9 4.2 6.8
V
0
Rd,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 V
o
Rk,c by V
o
Rd,c= V
o
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
25
f
f cube,ck
B =
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
73
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
1
f 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
minmin
V,AR
c
c
c
c
f =
Formula for anchor pair valid for s < 3c
minmin
V,AR
c
c
c6
sc3
f
+
=
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
1n21
V,AR
c
c
nc3
s...ssc3
f ⋅
++++
= −
cc
s
s
s
2,2
1
2
3
n-1s
c2,1
h >1,5 c
Note: It is assumed that only the row of anchors closest to
the free concrete edge carries the centric shear load
fAR.V 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 4.33
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 4.50
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 4.67
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 4.83
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 5.00
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 5.17
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 5.33
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 5.50
5.0 2.33 2.59 2.87 3.15 3.44 3.74 4.04 4.35 4.67 5.00 5.33 5.67
5.5 2.71 2.99 3.28 3.57 3.88 4.19 4.50 4.82 5.15 5.49 5.83
6.0 2.83 3.11 3.41 3.71 4.02 4.33 4.65 4.98 5.31 5.65 6.00
6.5 3.24 3.54 3.84 4.16 4.47 4.80 5.13 5.47 5.82 6.17
7.0 3.67 3.98 4.29 4.62 4.95 5.29 5.63 5.98 6.33
7.5 4.11 4.43 4.76 5.10 5.44 5.79 6.14 6.50
8.0 4.57 4.91 5.25 5.59 5.95 6.30 6.67
8.5 5.05 5.40 5.75 6.10 6.47 6.83
9.0 5.20 5.55 5.90 6.26 6.63 7.00
9.5 5.69 6.05 6.42 6.79 7.17
10.0 6.21 6.58 6.95 7.33
10.5 6.74 7.12 7.50
11.0 7.28 7.67
11.5 7.83
12.0 8.00
SHEAR
results
tabulated
below
V ... applied shear force
β
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.

HST stud anchor
74
VRd,s : Steel design shear resistance
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 79.9VRd,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”).

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