hsa stud anchor - vinapema - cÔng ty cỔ phẦn...

HSA stud anchor

Isssue 2005a 92

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 µm

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

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

HSA / HSA-R / HSA-F

A4316

Concrete Small edge distance / spacing

Fire resistance

Hilti Anchor programme

Corrosion resistance

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

non-cracked concrete

Mean ultimate resistance, Ru,m [kN]: concrete ≅ C20/25 Anchor size M6 M8 M10 M12 M16 M20 M6 M8 M10 M12 M16 M20

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

Standard anchorage depth Reduced anchorage depth Tensile, NRk 6.0 12.0 16.0 25.0 38.9 52.6 5.0 9.0 12.0 17.9 25.8 34.7 Shear, VRk 5.5 9.5 16.0 23.2 39.3 61.3 5.5 9.5 16.0 23.2 39.3 61.3 Following values according to the

Concrete Capacity Method 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 8.0 10.7 16.7 25.9 35.1 2.8 6.0 8.0 11.9 17.2 23.1 Shear, VRd 4.0 6.2 9.9 14.3 26.7 41.7 4.0 6.2 9.9 14.3 26.7 41.7 Recommended load, Lrec [kN]: concrete, fck,cube = 25 N/mm2


Standard anchorage depth Reduced anchorage depth Tensile, NRec 2.4 5.7 7.6 11.9 18.5 25.1 2.0 4.3 5.7 8.5 12.3 16.5 Shear, VRec 2.9 4.4 7.1 10.2 19.1 29.8 2.9 4.4 7.1 10.2 19.1 29.8

HSA stud anchor

93 Issue 2005a

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







Standard anchorage depth Reduced anchorage depth Tensile, NRd 3.3 6.7 6.7 11.9 21.5 24.5 1.9 4.2 5.7 11.9 12.8 18.5 Shear, VRd 4.0 7.3 11.3 16.7 31.4 49.0 4.0 7.3 11.3 16.7 31.4 49.0 Recommended load, Lrec [kN]: concrete fck,cube = 25 N/mm2


Standard anchorage depth Reduced anchorage depth Tensile, Nrec 2.4 4.8 4.8 8.5 15.4 17.5 1.4 3.0 4.1 8.5 9.1 13.2 Shear, Vrec 2.9 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

Isssue 2005a 94

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







Standard anchorage depth Reduced anchorage depth Tensile, NRd 3.3 8.0 10.7 16.7 25.9 35.1 2.8 6.0 8.0 11.9 17.2 23.1 Shear, VRd 4.0 6.2 9.9 14.3 26.7 41.7 4.0 6.2 9.9 14.3 26.7 41.7 Recommended load, Lrec [kN]: concrete, fck,cube = 25 N/mm2


Standard anchorage depth Reduced anchorage depth Tensile, NRec 2.4 5.7 7.6 11.9 18.5 25.1 2.0 4.3 5.7 8.5 12.3 16.5 Shear, VRec 2.9 4.4 7.1 10.2 19.1 29.8 2.9 4.4 7.1 10.2 19.1 29.8

HSA stud anchor

95 Issue 2005a

Setting details

HSA standard anchorage depth

HSA reduced anchorage depth

first mark: blue ring second mark: thread end

Anchor size

Setting Details

M6x

50

M6x

65

M6x

85

M6x

100

M8x

57

M8x

75

M8x

92

M8x

115

M8x

137

M10

x68

M10

x90

M10

x108

M10

x120

M10

x140

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 st

anda

rd

embe

dmen

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 re

duce

d em

bedm

ent

hmin [mm] min. concrete thickness 100 100 100

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

hef fix

hmin

h1

d 0 Tinst

Marking

t

d f

Head marking

HSA stud anchor

Isssue 2005a 96

Anchor size Setting Details

M12

x80

M12

x100

M12

x120

M12

x150

M12

x180

M12

x220

M12

x240

M12

x300

M16

x100

M16

x120

M16

x140

M16

x190

M16

x240

M20

x125

M20

x170

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 170Head 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 - 130hef [mm] effective embed. depth - 70 - 84 - 103hnom [mm] min. embedment depth - 80 - 95 - 115tfix [mm] max. fastenable thickness - 5 25 55 85 125 145 205 - 5 25 75 125 - 30 st

anda

rd

embe

dmen

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 re

duce

d em

bedm

ent

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

97

Anchor size HSA-R 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 of thread 800 700 700 700 650 700 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 800 800 800 800 800 600 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

Anchor size HSA-F 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 of 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 750 650 650 650 580 520 Wel [mm3] Elastic moment of resistance 12.7 31.2 62.3 109 277 541 MRd,s [Nm] Design bending moment 1) 7.6 18.7 37.4 71.9 182.8 292.1

1) The design bending moment is calculated from MRd,s = 1.2·Wel·fuk/γMs where the partial safety factor γMs varies with anchor types and sizes. Detailed design method - Hilti CC

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

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

NRd,p : concrete pull-out resistance

NRd,c : concrete cone resistance

NRd,s : steel resistance

NRd,p : Pull-out resistance BN

osta./red.p,Rd,pRd, fNN ⋅=

N0

Rd,p,sta./red.: Design pull-out resistance • Concrete compressive strength, fck,cube(150) = 25 N/mm2 Anchor size HSA M6 M8 N0

Rd,p,sta. [kN] Standard anchorage depth 3.3 8.0 N0

Rd,p,red. [kN] Reduced anchorage depth 2.8* 6.0* Anchor size HSA-R M6 M8 N0


Rd,p,red. [kN] Reduced anchorage depth 1.9 4.2* Anchor size HSA-F M6 M8 N0


Rd,p,red. [kN] Reduced anchorage depth 2.8* 6.0* The tensile design resistance is calculated from the tensile characteristic resistance No

Rk

varies γMp varies with anchor type and size (as per relevant approval). *Use is restricted to anchoring of structural components which are statically indeterminat** Pull-out is not decisive for the design.

T Nrec,p/c/s

M10

10.7 8.0

M10

6.7 5.7

M10

10.7 8.0

,p by NoRd,p= No

e.

c sh

Issue 2005a

M12 M16 M20

16.7 -** -** -** -** -**

M12 M16 M20

11.9 21.5 24.5 -** 12.8 18.5

M12 M16 M20

16.7 -** -** -** -** -**

Rk,p/γMp where the partial safety factor

HSA stud anchor

Isssue 2005a 98

NRd,c : Concrete cone resistance

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

.red/.sta,c,Rdc,Rd ffffNN ⋅⋅⋅⋅=

N0

Rd,c,sta./red.: Design concrete cone resistance • concrete compressive strength, fck,cube(150) = 25 N/mm2 Anchor size HSA M6 M8 M10 M12 M16 M20 N0

Rd,c,sta. [kN] Standard anchorage depth 7.1 11.2 11.9 19.7 25.9 35.1

N0Rd,c,red. [kN] Reduced anchorage depth 4.6* 7.0* 9.1 11.9 17.2 23.1

Anchor size HSA-R M6 M8 M10 M12 M16 M20 N0

Rd,c,sta. [kN] Standard anchorage depth 7.1 9.3 9.9 14.1 25.9 35.1N0

Rd,c,red. [kN] Reduced anchorage depth 3.9 7.0* 9.1 11.9 17.2 23.1

Anchor size HSA-F M6 M8 M10 M12 M16 M20 N0

Rd,c,sta. [kN] Standard anchorage depth 7.1 11.2 11.9 19.7 25.9 35.1

N0Rd,c,red. [kN] Reduced anchorage depth 4.6* 7.0* 9.1 11.9 17.2 23.1

The tensile design resistance is calculated from the tensile characteristic resistance NoRk,c by No

Rd,c= NoRk,c/γMc,N where the partial safety factor

varies γMc,N varies with anchor type and size (as per relevant approval). *Use is restricted to anchoring of structural components which are statically indeterminate. fT : Influence of anchorage depth

5.1

red.ef,

act.T h

hf ⎟

⎟⎠

⎞⎜⎜⎝

⎛= Limits: hef,red. ≤ hact. ≤ hef,sta.

fBN : 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 C30/37 30 37 1.17 C40/50 40 50 1.32 C50/60 50 60 1.42

fAN,sta. : Influence of anchor spacing on standard anchorage depth

for HSA and HSA-F 0.4

25

cubec,fBNf ⎟⎟

⎠

⎞⎜⎜⎝

⎛=

Limits: 25N/mm2≤ fck,cube≤60N/mm2

for HSA-R fBN=1

Anchor spacing, HSA, HSA-R, HSA-F s [mm] M6 M8 M10 M12 M16 M20

40 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

99 Issue 2005a

fAN,red. : Influence of anchor spacing on reduced anchorage depth

Anchor spacing, HSA, HSA-R, HSA-F s [mm] M6 M8 M10 M12 M16 M20

35 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

red.efred.,AN h6

s0.5f⋅

+=

Limits:

N,crmin sss ≤≤

staef,Ncr, h3s ⋅=

fRN,sta.: Influence of edge distance on standard anchorage depth

Edge distance, HSA, HSA-R, HSA-F c [mm] M6 M8 M10 M12 M16 M20

50 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

.sta,ef

.sta,RN hc52.022.0f ⋅+=

Limits: N,crmin ccc ≤≤ .sta,efN,cr h5.1c ⋅= Note: If more than 3 edges are smaller than ccr,

consult the Hilti technical advisory service.

fRN,red. : Influence of edge distance on reduced anchorage depth fR,N=1.0

Anchor size HSA, 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 38 45 65 100 100 115

Anchor size HSA-R M6 M8 M10 M12 M16 M20

smin [mm] Min. spacing 40 50 65 75 90 105 Standard effective anchorage depth, hef,sta. cmin [mm] Min. edge distance 50 60 75 90 105 125

smin [mm] Min. spacing 35 35 55 100 100 100 Reduced effective anchorage depth, hef,red. cmin [mm] Min. edge distance 38 45 65 100 100 115

HSA stud anchor

Issue 2005a

NRd,s : Steel design tensile resistance Anchor size M6 M8 M10 M12 M16 M20

NRd,s [kN] HSA 5.6 9.6 17.6 24.8 43.8 71.6

NRd,s [kN] HSA-R 6.9 12.5 21.9 30.6 43.8 62.8

NRd,s [kN] HSA-F 5.6 9.6 17.6 24.8 43.8 71.6

The design tensile resistance is calculated from the characteristic tensile resistance, NRk,s , using NRd,s= NRk,s /γMs, where the partial safety factor varies 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

VRd,c : Concrete edge design resistance The lowest concrete edge resistance must be calculated. All nthe direction of shear). The direction of shear is accounted for

V,ARV,Bo

.red/.sta,c,Rdc,Rd fffVV ⋅⋅⋅= β V0

Rd,c,sta./red. : Concrete edge design resistance • Concrete compressive strength, fck,cube(150) = 25 N/mm2 • at minimum edge distance minc

Anchor size HSA M6

V0Rd,c,sta. [kN] Standard anchorage depth 2.6

V0Rd,c,red. [kN] Reduced anchorage depth 2.2

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

100

ear edges must be checked, (not only the edge in by the factor fβ,V.

M8 M10 M12 M16 M20

3.8 4.8 8.8 12.5 18.2

* 2.4* 4.6 9.6 11.0 15.1

HSA stud anchor

101

Anchor size HSA-R M6 M8 M10 M12 M16 M20

V0Rd,c,sta. [kN] Standard anchorage depth 2.6 3.8 5.9 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

Anchor size HSA-F M6 M8 M10 M12 M16 M20

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

The shear design resistance is calculated from the shear characteristic resistance VoRk,c by Vo

Rd,c= VoRk,c/γMc,V, where the partial

safety factor γMc,V is equal to 1.5. *Use is restricted to anchoring of structural components which are statically indeterminate. 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 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

fβ,V : Influence of shear loading 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 edge distance and spacing

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 +=

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

cnc3

s...ssc3f ⋅++++

= −

n-1sc2,1

Note: It is ass the free

results tabulated below

Issue 2005a

ccs

ss

2,2

12

3

h >1,5 c

umed that only the row of anchors closest to concrete edge carries the centric shear load.

V ... applied shear force

β

HSA stud anchor

102

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 4.33 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 4.672.5 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 7.83

12.0 8.00

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.

VRd,s : Steel design shear resistance Anchor size M6 M8 M10 M12 M16 M20

VRd,s [KN] HSA 4.0 6.2 9.9 14.3 26.7 41.7

Anchor size M6 M8 M10 M12 M16 M20

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

Anchor size M6 M8 M10 M12 M16 M20

VRd,s [KN] HSA-F 4.0 6.2 9.9 14.3 26.7 41.7 The design shear resistance is calculated from the characteristic shear resistance, VRk,s , using VRd,s= VRk,s /γMs, where the partial safety factor varies γMs 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”).

hsa stud anchor - vinapema - cÔng ty cỔ phẦn...

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