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SPIT MEGA A4

34

¬ Torque controlled expansion anchor, made of zinc

coated steel for use in cracked and non cracked

concrete

Ld

d0

heftfix

df

Tinst

hmin

h0

INSTALLATION

APPLICATION

¬ Safety critical loads

¬ Overhead crane rails

¬ Steel columns and walkways

¬ Wall plates

¬ Safety rails

MATERIAL

¬ Screw / threaded rod:Grade 8.8, EN 20898-1

¬ Cone: 1.0765 steel EN 10087

¬ Expansion sleeve:1.5530 steel EN 10083-3

¬ Distance sleeve:TS 37 a BK, NF A 49341

¬ Washer: S 420 ml, EN 20898-2

¬ Hexagonal nut:Strength grade 8, EN 20898-2

¬ Gavanised 5 µm

SPIT MEGA Z Min. Max. thick Min thick Ø thread Drilling Ø drill Ø clearance Total Max. Codeanchor of part to of base depth bit anchor tightendepth be fixed material lenth torque(mm) (mm) (mm) (mm) (mm) (mm) (mm) (mm) (Nm)hef tfix hmin d hO dO df L Tinst

V8-12/10 10 80 053340V8-12/20 20 90 053260V8-12/35 35 105 053560E8-12/10 60 10 120 8 80 12 14 89 23 053350E8-12/20 20 99 053370E8-12/35 35 114 053380E8-12/55 55 134 053390E8-12/95 95 174 053310V10-15/20 20 110 053280V10-15/45 45 125 053570E10-15/20 70 20 140 10 90 15 17 114 46 053420E10-15/45 45 139 053430E10-15/65 65 159 053440E10-15/100 100 194 053320V12-18/25 25 120 053300V12-18/45 45 140 053580E12-18/25 80 25 160 12 105 18 20 132 80 053470E12-18/45 45 152 053480E12-18/65 65 172 053490E12-18/105 105 212 053330V16-24/25 25 140 052650E16-24/25 100 25 200 16 124 24 26 154 120 052860E16-24/45 45 174 052870E16-24/95 95 224 052880V16P-24/25 25 165 052680E16P-24/20 125 20 250 16 150 24 26 174 120 052680E16P-24/70 70 224 052680

M8 M10 M12 M16Threaded partfuk (N/mm2) Min. tensile strength 800 800 800 800fyk(N/mm2) Yield strength 640 640 640 640As (mm2) Stressed cross-section 36,6 58 84,3 157Wel (mm3) Elastic section modulus 31,23 62,3 109,17 277,47M0Rk,s (Nm) Characteristic bending moment 30 60 105 266M (Nm) Recommended bending moment 17,1 34,2 59,9 152,2

Technical data

Anchor mechanical properties

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SPIT MEGA A4

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Ultimate (NRu,m, VRu,m) / characteristic loads (NRk, VRk) in kN

TENSILE SHEAR

Anchor size M8 M10 M12 M16 M16

Non cracked concrete (C20/25)hef 60 70 80 100 125NRu,m 25 32 40 74,5 91,7NRk 21 24 33 56,9 71,7

Cracked concrete (C20/25)hef 60 70 80 100 125NRu,m 24 35 42 65,3 71NRk 18 27 31 42 53,9

Mean Ultimate loads are derived from test results in admissible service conditions, and characteristic loads are statistically determined.

Anchor size M8 M10 M12 M16

Cracked and non cracked concrete (C20/25)Type V VRu,m 47,2 62,2 92,8 135

VRk 40,6 50,3 72,9 98Type E VRu,m 34,7 46,3 65,8 121

VRk 29,4 37,5 53,7 75,5

Design Loads (NRd, VRd) for one anchor without edge or spacing influence in kN

TENSILE SHEAR

Anchor size M8 M10 M12 M16 M16

Non cracked concrete (C20/25)hef 60 70 80 100 125NRd 14,0 13,3 18,3 37,9 47,8

Cracked concrete (C20/25)hef 60 70 80 100 125NRd 12,0 15,0 17,2 28,0 35,9γMc = 1,5 for M8-M16 and γMc = 1,8 for M10-M12

Anchor size M8 M10 M12 M16

Cracked and non cracked concrete (C20/25)

Type V VRd 27,1 33,5 48,6 65,3Type E VRd 23,5 30,0 43,0 60,4

γMs = 1,5 for Type V and γMs = 1,25 for Type E

TENSILE SHEAR

Anchor size M8 M10 M12 M16 M16

Non cracked concrete (C20/25)hef 60 70 80 100 125NRec 10,0 9,5 13,1 27,1 34,1

Cracked concrete (C20/25)hef 60 70 80 100 125NRec 8,6 10,7 12,3 20,0 25,7γF = 1,4 ; γMc = 1,5 for M8-M16 and γMc = 1,8 for M10-M12

Anchor size M8 M10 M12 M16

Cracked and non cracked concrete (C20/25)Type V VRec 19,3 24,0 34,7 46,7Type E VRec 16,8 21,4 30,7 43,1γF = 1,4 ; γMs = 1,5 for Type V and γMs = 1,25 for Type E

NN

RdRk=

*γ Mc

VV

RdRk=

*γ Ms

*Derived from test results

NN

RecRk=

*

.γ γM F

VV

RecRk=

*

.γ γM F

*Derived from test results

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Recommended loads (Nrec, Vrec) for one anchor without edge or spacing influence in kN

The loads specified on this page allow judging the product’s performances, but cannot be used for the designing.The data given in the pages “CC method” have to be applied.

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SPIT MEGA A4

36

SPIT CC- Method

fβ,V INFLUENCE OF SHEAR LOADING DIRECTION

TENSILE in kN SHEAR in kN

¬ Pull-out resistance

N N fRd,p = Rd pO

b, .

N

N0Rd,c Design cone resistanceAnchor size M8 M10 M12 M16 M16

Non cracked concretehef 60 70 80 100 125N0Rd,c (C20/25) 15,6 16,4 20,0 33,6 47,0

Cracked concretehef 60 70 80 100 125N0Rd,c (C20/25) 11,2 11,7 14,3 24,0 33,5γMc = 1,5 for M8-M16 and γMc = 1,8 for M10-M12

¬ Concrete cone resistance

N N fRd,c = Rd cO

b s c N, ,. . .Ψ Ψ

N

NRd,s Steel design tensile resistanceAnchor size M8 M10 M12 M16NRd,s 19,3 30,7 44,7 83,7γMs = 1,5

¬ Steel resistance

N

N0Rd,p Design pull-out resistanceAnchor size M8 M10 M12 M16 M16

Non cracked concretehef 60 70 80 100 125N0Rd,p (C20/25) 10,7 11,1 16,7 - 40,0

Cracked concretehef 60 70 80 100 125N0Rd,p (C20/25) 5,0 6,7 13,9 - -γMc = 1,5 for M8-M16 and γMc = 1,8 for M10-M12

¬ Concrete edge resistance

V V f fRd,c = −Rd cO

b V S C V, , ,. . .β Ψ

V

VRd,s Steel design shear resistanceAnchor size M8 M10 M12 M16

Non cracked concreteType V VRd,s 22,0 28,0 38,7 89,5Type E VRd,s 16,8 25,6 36 47,2

Cracked concreteType V VRd,s 22,0 28,0 38,7 89,5Type E VRd,s 12,8 19,2 36 47,2γMs = 1,25

Angle β [°] fβ,V

0 to 55 160 1,170 1,280 1,590 to 180 2

fB INFLUENCE OF CONCRETE

Concrete class fB Concrete class fB

C25/30 1,1 C40/50 1,41C30/37 1,22 C45/55 1,48C35/45 1,34 C50/60 1,55

¬ Steel resistance

V

V0Rd,c Design concrete edge resistanceat minimum edge distance (Cmin)

Anchor size M8 M10 M12 M16

Non cracked concretehef 60 70 80 100Cmin 75 95 108 150Smin 70 80 90 110V0Rd,c (C20/25) 6,4 10,1 13,4 25,0

Cracked concretehef 60 70 80 100Cmin 75 95 108 150Smin 70 80 90 110V0Rd,c (C20/25) 4,6 7,2 9,5 17,8γMc = 1,5

NRd = min(NRd,p ; NRd,c ; NRd,s)βN = NSd / NRd ≤ 1

VRd = min(VRd,c ; VRd,s)βV = VSd / VRd ≤ 1

βN1,5 + βV1,5 ≤ 1

β

V90˚

180˚ 0˚

c

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Ψs INFLUENCE OF SPACING FOR CONCRETE CONE RESISTANCE IN TENSILE LOAD

Ψc,N INFLUENCE OF EDGE FOR CONCRETE CONE RESISTANCE IN TENSILE LOAD

Ψs-c,V INFLUENCE OF SPACING AND EDGE DISTANCE FOR CONCRETE EDGE RESISTANCE IN SHEAR LOAD

¬ For single anchor fastening

¬ For 2 anchors fastening

¬ For other case of fastenings

N

c

V

c

h>1,5.c

s

V

c

h>1,5.c

s

NSPACING S Reduction factor Ψs

Cracked and non-cracked concreteM8 M10 M12 M16

70 0,6980 0,72 0,6990 0,75 0,71 0,69110 0,81 0,76 0,73 0,68150 0,92 0,86 0,81 0,75180 1,00 0,93 0,88 0,80210 1,00 0,94 0,85240 1,00 0,90270 0,95300 1,00

ΨSef

s

h= +0 5

6,

.

Ψc Nef

c

h, , , .= +0 26 0 48

Ψs c V

c

c

c

c− =,min min

.

Ψs c V

c s

c

c

c− =+

,min min

..

.36

Ψs c Vnc s s s s

n c

c

c−−=

+ + + + +,

min min

. .... .

.3

31 2 3 1

EDGE C Reduction factor Ψc,N

Cracked and non-cracked concreteM8 M10 M12 M16

75 0,8685 0,94 0,8495 1,00 0,91 0,83105 0,98 0,89110 1,00 0,92 0,79120 0,98 0,84150 1,00 0,98187,5 1,00

Factor Ψs-c,V

Cracked and non-cracked concrete

1,0 1,2 1,4 1,6 1,8 2,0 2,2 2,4 2,6 2,8 3,0 3,2

Ψs-c,V 1,00 1,31 1,66 2,02 2,41 2,83 3,26 3,72 4,19 4,69 5,20 5,72

Cmin

C

Factor Ψs-c,V

Cracked and non-cracked concrete

1,0 1,2 1,4 1,6 1,8 2,0 2,2 2,4 2,6 2,8 3,0 3,2

1,0 0,67 0,84 1,03 1,22 1,43 1,65 1,88 2,12 2,36 2,62 2,89 3,161,5 0,75 0,93 1,12 1,33 1,54 1,77 2,00 2,25 2,50 2,76 3,03 3,312,0 0,83 1,02 1,22 1,43 1,65 1,89 2,12 2,38 2,63 2,90 3,18 3,462,5 0,92 1,11 1,32 1,54 1,77 2,00 2,25 2,50 2,77 3,04 3,32 3,613,0 1,00 1,20 1,42 1,64 1,88 2,12 2,37 2,63 2,90 3,18 3,46 3,763,5 1,30 1,52 1,75 1,99 2,24 2,50 2,76 3,04 3,32 3,61 3,914,0 1,62 1,86 2,10 2,36 2,62 2,89 3,17 3,46 3,75 4,054,5 1,96 2,21 2,47 2,74 3,02 3,31 3,60 3,90 4,205,0 2,33 2,59 2,87 3,15 3,44 3,74 4,04 4,355,5 2,71 2,99 3,28 3,71 4,02 4,33 4,656,0 2,83 3,11 3,41 3,71 4,02 4,33 4,65

SPIT CC- Method

Cmin

C

Cmin

S

s1

V

c

s2 s3

sn-1

h>1,5.c

4/44/4

Smin < S < Scr,N

Scr,N = 3.hef

ΨS must be used for each spacinginfluenced the anchors group.

Cmin < C < Ccr,N

Ccr,N = 1,5.hef

Ψc,N must be used for each distanceinfluenced the anchors group.

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