6 Hsa Stud Anchor 92-102

HSA stud anchor

92 Issue 2005

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

Anchor size M6 M8 M10 M12 M16 M20 M6 M8 M10 M12 M16 M20

Standard anchorage depth Reduced anchorage depth

Tensile, NRd 3.3 6.7 6.7 11.9 23.3 33.3 1.9 6.0 6.7 7.6 13.3 20.0 Shear, VRd 3.6 6.5 9.9 14.2 26.5 41.5 3.6 6.5 9.9 14.2 26.5 41.5

Recommended load, Lrec [kN]: concrete, fck,cube = 25 N/mm2

Anchor size M6 M8 M10 M12 M16 M20 M6 M8 M10 M12 M16 M20Standard anchorage depth Reduced anchorage depth

Tensile, NRec 2.4 4.8 4.8 8.5 16.6 23.8 1.4 4.3 4.8 5.4 9.5 14.3 Shear, VRec 2.6 4.6 7.1 10.1 18.9 29.6 2.4 4.6 7.1 10.1 18.9 29.6

Features:

- high loading capacity

- force-controlled expansion

- long thread

- head marking for identification after setting

- firestop assessment

- pre-assembled with nut and washer time saving

- cold formed

Material:

HSA: - carbon steel, zinc plated to min. 5 m

HSA-R: - stainless steel, A4 grade; 1.4401

HSA-F: - carbon steel, hot dipped galvanised to min.35 m(M6-M16) and to min. 45 m (M20)

Basic loading data (for a single anchor): HSA

All data on this page applies to For detailed design method, see pages 97 102. concrete: as specified in the table no edge distance and spacing influence correct setting (See setting operations page 96)

steel failure

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


Tensile, NRu,m 12.5 20.1 20.6 39.7 62.5 100.1 9.2 12.8 18.3 19.8 38.3 44.4 Shear, VRu,m 8.4 15.5 22.4 35.1 63.3 84.2 10.6 16.7 23.4 35.1 62.6 84.2

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


Tensile, NRk 6.0 12.0 12.0 25.0 35.0 50.0 4.0 9.0 12.0 16.0 20.0 30.0 Shear, VRk 5.0 10.0 16.0 23.0 39.0 61.0 5.0 10.0 16.0 23.0 39.0 61.0

Following values according to the

Concrete Capacity Method

non-cracked concrete

HSA / HSA-R / HSA-F

A4

316

Concrete

Small edge distance / spacing

Fireresistance

Hilti Anchor programme

Corrosion resistance

HSA stud anchor

Issue 2005 93

2

Basic loading data (for a single anchor): HSA-R

All data on this section applies to For detailed design method, see pages 97 - 102. concrete: as specified in the table no edge distance and spacing influence correct setting (See setting operations page 96)

steel failure












Recommended load, Lrec [kN]: concrete fck,cube = 25 N/mm2


Tensile, Nrec 2.4 4.8 4.1 8.5 15.4 17.5 1.4 3.0 4.1 6.1 9.1 13.2 Shear, Vrec 2.8 5.2 8.1 11.9 22.4 35.0 2.8 5.2 8.1 11.9 22.4 35.0


HSA stud anchor

94 Issue 2005

Basic loading data (for a single anchor): HSA-F

All data on this page applies to For detailed design method, see pages 97 - 102. concrete: as specified in the table no edge distance and spacing influence correct setting (See setting operations page 96)

steel failure










Anchor size M6 M8 M10 M12 M16 M20 M6 M8 M10 M12 M16 M20

Standard anchorage depth Reduced anchorage depth


Recommended load, Lrec [kN]: concrete, fck,cube = 25 N/mm2


Tensile, NRec 2.4 4.8 4.8 8.5 16.6 23.8 1.4 4.3 4.8 5.4 9.5 14.3 Shear, VRec 2.6 4.6 7.1 10.1 18.9 29.6 2.4 4.6 7.1 10.1 18.9 29.6


HSA stud anchor

Issue 2005 95

2

Setting details

HSA standard anchorage depth HSA reduced anchorage depth

Anchor size

Setting Details

M6

x5

0

M6

x6

5

M6

x8

5

M6

x1

00

M8

x5

7

M8

x7

5

M8

x9

2

M8

x1

15

M8

x1

37

M1

0x

68

M1

0x

90

M1

0x

10

8

M1

0x

12

0

M1

0x

14

0

HSA-R available: OK OK OK OK OK OK OK OK OK OK

HSA-F available: OK OK OK OK OK OK OK OK OK OK

do [mm] Nominal dia. of drill bit 6 8 10

I [mm] Anchor length 50 65 85 100 57 75 92 115 137 68 90 108 120 140

Head Marking (letter code) A C D E B C E G H C E F G I

IG [mm] Thread length 15 30 50 65 20 35 52 75 97 25 42 60 72 92

Tinst [Nm] Torque moment* 5 15 30

SW [mm] Width across nut flats 10 13 17

df [mm] Clearance hole diameter 7 9 12

h1 [mm] min. depth of drill hole - 55 - 65 - 70

hef [mm] effective embed. depth - 40 - 48 - 50 hnom [mm] min. embedment depth - 47 - 55 - 59

tfix [mm] max. fastenable thickness - 10 30 45 - 10 27 50 72 - 20 37 50 70 sta

nd

ard

em

be

dm

en

t

hmin [mm] min. concrete thickness - 100 - 100 - 100

h1 [mm] min. depth of drill hole 45 50 60

hef [mm] effective embed. depth 30 35 42 hnom [mm] min. embedment depth 37 42 51

tfix [mm] max. fastenable thickness 5 20 40 55 5 23 40 63 85 5 25 45 57 77 red

uce

de

mb

ed

me

nt

hmin [mm] min. concrete thickness 100 100 100

Required drill bit TE-CX-6 TE-CX-8 TE-CX-10

first mark: blue ring second mark: thread end

Head marking

hef fix

hmin

h1

d0 Tinst

Marking

t

df

HSA stud anchor

96 Issue 2005

Anchor size

Setting Details M1

2x

80

M1

2x

10

0

M1

2x

12

0

M1

2x

15

0

M1

2x

18

0

M1

2x

22

0

M1

2x

24

0

M1

2x

30

0

M1

6x

10

0

M1

6x

12

0

M1

6x

14

0

M1

6x

19

0

M1

6x

24

0

M2

0x

12

5

M2

0x

17

0

HSA-R available: OK OK OK OK OK OK OK OK

HSA-F available: OK OK OK OK OK OK OK OK OK

do [mm] Nominal dia. of drill bit 12 16 20

I [mm] Anchor length 80 100 120 150 180 220 240 300 100 120 140 190 240 125 170

Head Marking (letter code) D E G I L O P S E G I L P G K

IG [mm] Thread length 30 45 65 95 125 165 180 180 35 50 70 120 1) 170 45 85

Tinst [Nm] Tightening torque* 50 100 200

SW [mm] Width across nut flats 19 24 30

df [mm] Clearance hole diameter 14 18 22

h1 [mm] min. depth of drill hole - 95 - 115 - 130

hef [mm] effective embed. depth - 70 - 84 - 103hnom [mm] min. embedment depth - 80 - 95 - 115

tfix [mm] max. fastenable thickness - 5 25 55 85 125 145 205 - 5 25 75 125 - 30 sta

nd

ard

em

be

dm

en

t

hmin [mm] min. concrete thickness - 140 - 170 - 210

h1 [mm] min. depth of drill hole 70 90 105

hef [mm] effective embed. depth 50 64 78 hnom [mm] min. embedment depth 60 75 90

tfix [mm] max. fastenable thickness 5 25 45 75 105 145 165 225 5 25 45 95 145 10 55 red

uce

de

mb

ed

me

nt

hmin [mm] min. concrete thickness 100 130 160

Required drill bit TE-CX-12 TE-C-16 or TE-Y-16 TEC-S 20TE-Y 20

* please note that the torque moment is the same for standard and reduced embedment 1) thread length of HSA-R: 80 mm

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 and hexagon drive socket appropriately sized for correct setting.

Setting operations

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

Mechanical properties of the anchor bolt

Anchor size HSA M6 M8 M10 M12 M16 M20

As [mm2] Stressed cross-section in thread 20.1 36.6 58.0 84.3 157.0 245.0

fuk [N/ mm2] Nominal tensile strength in thread 550 520 550 550 500 500

As,i [mm2] Stressed cross-section in taper transition 13.5 25.5 44.2 62.2 114.0 186.3

fuk [N/ mm2] Nominal tensile strength of taper transition 700 650 650 650 580 520

Wel [mm3] Elastic moment of resistance 12.7 31.2 62.3 109 277 541

MRd,s [Nm] Design bending moment1)

7.6 18.7 37.4 71.9 182.8 291.6

HSA stud anchor

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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

BNo

sta./red.p,Rd,pRd, fNN

N0Rd,p,sta./red.: Design pull-out resistance Concrete compressive strength, fck,cube(150) = 25 N/mm

2


N0Rd,p,sta. [kN] Standard anchorage depth 3.3 6.7 6.7 11.9 23.3 33.3

N0Rd,p,red. [kN] Reduced anchorage depth 1.9 6.0 6.7 7.6 13.3 20.0

Anchor size HSA-R M6 M8 M10 M12 M16 M20


N0Rd,p,red. [kN] Reduced anchorage depth 1.9 4.2 5.7 8.6 12.8 18.5

Anchor size HSA-F M6 M8 M10 M12 M16 M20


N0Rd,p,red. [kN] Reduced anchorage depth 1.9 6.0 6.7 7.6 13.3 20.0 1) The tensile design resistance is calculated from the tensile characteristic resistance NoRk,p by N

oRd,p= N

oRk,p/ Mp where the partial

safety factor varies Mp varies with anchor type and size (as per relevant approval).

(The Hilti CC method is a simplified version of ETAG Annex C.) N

cs

h

rec,p/c/s



fuk [N/ mm2] Nominal tensile strength of thread 800 700 700 700 650 700



Wel [mm3] Elastic moment of resistance 12.7 31.2 62.3 109 277.0 540.0

MRd,s [Nm] Design bending moment 1) 9.1 18.7 37.4 65.4 166.2 324.0



fuk [N/ mm2] Nominal tensile strength of thread 550 520 550 550 500 500



Wel [mm3] Elastic moment of resistance 12.7 31.2 62.3 109 277 541

MRd,s [Nm] Design bending moment 1)

7.6 18.7 37.4 71.9 182.8 292.1

1) The design bending moment is calculated from MRd,s = 1.2Welfuk/ Ms where the partial safety factor Ms varies with anchor types and sizes.

HSA stud anchor

98 Issue 2005

NRd,c : Concrete cone resistance

.red/.sta,RN.red/.sta,ANBNTo

.red/.sta,c,Rdc,Rd ffffNN

N0Rd,c,sta./red.: Design concrete cone resistance concrete compressive strength, fck,cube(150) = 25 N/mm

2


N0Rd,c,sta. [kN] Standard anchorage depth 7.1 9.3 9.9 14.1 25.9 35.1

N0Rd,c,red. [kN] Reduced anchorage depth 3.9 7.0 7.6 8.5 17.2 23.1







1) The tensile design resistance is calculated from the tensile characteristic resistance NoRk,c by NoRd,c= N

oRk,c/ Mc,N where the partial

safety factor varies Mc,N varies with anchor type and size (as per relevant approval).

fT : Influence of anchorage depth

5.1

red.ef,

act.T h

hf Limits: hef,red. hact. hef,sta.

fBN : Influence of concrete strength

1.0fBN

fAN,sta. : Influence of anchor spacing on standard anchorage depth Anchor spacing, HSA, HSA-R, HSA-F

s [mm] M6 M8 M10 M12 M16 M2040 0.67 50 0.71 0.67 55 0.73 0.69 0.68 75 0.81 0.76 0.75 0.67 90 0.88 0.81 0.80 0.71 0.68 105 0.94 0.86 0.85 0.75 0.71 0.67 120 1.00 0.92 0.90 0.79 0.74 0.69 130 0.95 0.93 0.81 0.76 0.71 144 1.00 0.98 0.84 0.79 0.73 150 1.00 0.86 0.80 0.74 180 0.93 0.86 0.79 210 1.00 0.92 0.84 230 0.96 0.87 252 1.00 0.91 280 0.95 300 0.99 309 1.00

sta.,efsta.,AN h6

s0.5f

Limits:

N,crmin sss

sta.ef,Ncr, h3s

HSA stud anchor

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fAN,red. : Influence of anchor spacing on reduced anchorage depth Anchor spacing, HSA, HSA-R, HSA-F

s [mm] M6 M8 M10 M12 M16 M2035 0.68 0.67 55 0.78 0.76 0.72 75 0.89 0.86 0.80 90 0.96 0.93 0.86 100 1.00 0.98 0.90 0.83 0.76 0.71 105 1.00 0.92 0.85 0.77 0.72 120 0.98 0.90 0.81 0.76 126 1.00 0.92 0.83 0.77 140 0.97 0.86 0.80 150 1.00 0.89 0.82 180 0.97 0.88 192 1.00 0.91 200 0.93 210 0.95 230 0.99 234 1.00

fRN,sta.: Influence of edge distance on standard anchorage depth Edge distance, HSA, HSA-R, HSA-F

c [mm] M6 M8 M10 M12 M16 M2050 0.87 60 1.00 0.87 65 0.92 0.90 72 1.00 0.97 75 1.00 90 0.89 105 1.00 0.87 120 0.96 125 0.99 0.85 144 0.93 150 0.98 154 1.00

fRN,red. : Influence of edge distance on reduced anchorage depth

Anchor size HSA, HSA-R, HSA-F M6 M8 M10 M12 M16 M20 smin [mm] Min. spacing 40 50 55 75 90 105 Standard effective

anchorage depth, hef,sta. cmin [mm] Min. edge distance 50 60 65 90 105 125

smin [mm] Min. spacing 35 35 55 100 100 100 Reduced effective

anchorage depth, hef,red. cmin [mm] Min. edge distance 40 45 65 100 100 115

NRd,s : Steel design tensile resistance

Anchor size M6 M8 M10 M12 M16 M20

NRd,s [kN] HSA 5.4 9.2 17.2 24.5 43.7 63.8

NRd,s [kN] HSA-R 6.9 12.5 21.8 30.6 43.8 62.8

NRd,s [kN] HSA-F 5.4 9.2 17.2 24.5 43.7 63.8

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

.sta,ef.sta,RN h

c52.022.0f

Limits:

N,crmin ccc

.sta,efN,cr h5.1cNote:

If more than 3 edges are smaller than ccr, consult the Hilti technical advisory

service.

red.efred.,AN h6

s0.5f

Limits:

N,crmin sss

staef,Ncr, h3s

fR,N=1.0

HSA stud anchor

100 Issue 2005

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

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 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,ARV,Bo

.red/.sta,c,Rdc,Rd fffVV

V0Rd,c,sta./red. : Concrete edge design resistance

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

at minimum edge distance minc


V0Rd,c,sta. [kN] Standard anchorage depth 2.6 3.8 4.8 8.8 12.5 18.2

V0Rd,c,red. [kN] Reduced anchorage depth 2.2 2.4 4.6 9.6 11.0 15.1


V0Rd,c,sta. [kN] Standard anchorage depth 2.6 3.8 4.8 8.8 12.5 18.2 V0Rd,c,red. [kN] Reduced anchorage depth 2.2 2.4 4.6 9.6 11.0 15.1


V0Rd,c,sta. [kN] Standard anchorage depth 2.6 3.8 4.8 8.8 12.5 18.2 V0Rd,c,red. [kN] Reduced anchorage depth 2.2 2.4 4.6 9.6 11.0 15.1 1) The shear design resistance is calculated from the shear characteristic resistance VoRk,c by V

oRd,c= V

oRk,c/ Mc,V, where the partial

safety factor Mc,V is equal to 1.5.

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.

(The Hilti CC method is a simplified version of ETAG Annex C.)

HSA stud anchor

Issue 2005 101

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fB: Influence of concrete strength Concrete strength

designation(ENV 206)

Cylinder compressive strength,

fck,cyl [N/mm]

Cube compressive strength,

fck,cube [N/mm] fB

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

25

ff cube,ckB

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

2

Concrete cylinder:

height 30cm, 15cm

diameter

Concrete cube:

side length 15cm

Concrete test specimen geometry

f ,V : Influence of shear loading direction

Angle, [] f ,V0 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 fastening influenced only by edge

minminV,AR

c

c

c

cf

Formula for 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

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.

resultstabulatedbelow

V ... applied shear force

HSA stud anchor

102 Issue 2005

c/cminfAR.V 1.0 1.2 1.4 1.6 1.8 2.0 2.2 2.4 2.6 2.8 3.0 3.2 3.4 3.6 3.8 4.0Single anchor with

edge influence, 1.00 1.31 1.66 2.02 2.41 2.83 3.26 3.72 4.19 4.69 5.20 5.72 6.27 6.83 7.41 8.00

s/cmin 1.0 0.67 0.84 1.03 1.22 1.43 1.65 1.88 2.12 2.36 2.62 2.89 3.16 3.44 3.73 4.03 4.331.5 0.75 0.93 1.12 1.33 1.54 1.77 2.00 2.25 2.50 2.76 3.03 3.31 3.60 3.89 4.19 4.502.0 0.83 1.02 1.22 1.43 1.65 1.89 2.13 2.38 2.63 2.90 3.18 3.46 3.75 4.05 4.35 4.672.5 0.92 1.11 1.32 1.54 1.77 2.00 2.25 2.50 2.77 3.04 3.32 3.61 3.90 4.21 4.52 4.833.0 1.00 1.20 1.42 1.64 1.88 2.12 2.37 2.63 2.90 3.18 3.46 3.76 4.06 4.36 4.68 5.003.5 1.30 1.52 1.75 1.99 2.24 2.50 2.76 3.04 3.32 3.61 3.91 4.21 4.52 4.84 5.174.0 1.62 1.86 2.10 2.36 2.62 2.89 3.17 3.46 3.75 4.05 4.36 4.68 5.00 5.334.5 1.96 2.21 2.47 2.74 3.02 3.31 3.60 3.90 4.20 4.52 4.84 5.17 5.505.0 2.33 2.59 2.87 3.15 3.44 3.74 4.04 4.35 4.67 5.00 5.33 5.675.5 2.71 2.99 3.28 3.57 3.88 4.19 4.50 4.82 5.15 5.49 5.836.0 2.83 3.11 3.41 3.71 4.02 4.33 4.65 4.98 5.31 5.65 6.006.5 3.24 3.54 3.84 4.16 4.47 4.80 5.13 5.47 5.82 6.177.0 3.67 3.98 4.29 4.62 4.95 5.29 5.63 5.98 6.337.5 4.11 4.43 4.76 5.10 5.44 5.79 6.14 6.508.0 4.57 4.91 5.25 5.59 5.95 6.30 6.678.5 5.05 5.40 5.75 6.10 6.47 6.839.0 5.20 5.55 5.90 6.26 6.63 7.009.5 5.69 6.05 6.42 6.79 7.1710.0 6.21 6.58 6.95 7.3310.5 6.74 7.12 7.5011.0 7.28 7.6711.5 7.8312.0 8.00

VRd,s : Steel design shear resistance


VRd,s [KN] HSA 3.6 6.5 9.9 14.2 26.5 41.5


VRd,s [KN] HSA-R 4.0 7.3 11.3 16.7 31.4 49.0


VRd,s [KN] HSA-F 3.6 6.5 9.9 14.2 26.5 41.51) The design shear resistance is calculated from the characteristic shear resistance, VRk,s ,

using VRd,s= VRk,s / Ms, where the partial safety factor varies Ms varies with anchor type and size (as per relevant approval).

VRd : System design shear resistance

VRd = lower of VRd,c,sta./red. and VRd,s

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

These results are for a two-. Anchor fastening. For fastening made with more than 2 anchors, use the general formulae for n anchors the page before.

6 Hsa Stud Anchor 92-102

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