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Torque controlled expansion anchor, made of zinc
coated steel for use in cracked and non cracked
concrete
L
df
d0
Tinst
tfix
hef
h0
hmin
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 m
Technical data
SPIT MEGA Z Min. Max. thick Min thick thread
anchor of part to of base
depth be fixed material
(mm)
(mm)
(mm)
(mm)
hef
tfix
hmin
d
V8-12/10
10
V8-12/20
20
V8-12/35
35
E8-12/10
60
10
120
8
E8-12/20
20
E8-12/35
35
E8-12/55
55
E8-12/95
95
V10-15/20
20
V10-15/45
45
E10-15/20
70
20
140
10
E10-15/45
45
E10-15/65
65
E10-15/100
100
V12-18/25
25
V12-18/45
45
E12-18/25
80
25
160
12
E12-18/45
45
E12-18/65
65
E12-18/105
105
V16-24/25
25
E16-24/25
100
25
200
16
E16-24/45
45
E16-24/95
95
V16P-24/25
25
E16P-24/20 125
20
250
16
E16P-24/70
70
Drilling
depth
drill
bit
clearance
(mm)
hO
(mm)
dO
(mm)
df
80
12
14
90
15
17
105
18
20
124
24
26
150
24
26
Total
Max.
Code
anchor tighten
lenth torque
(mm)
(Nm)
L
Tinst
80
053340
90
053260
105
053560
89
23
053350
99
053370
114
053380
134
053390
174
053310
110
053280
125
053570
114
46
053420
139
053430
159
053440
194
053320
120
053300
140
053580
132
80
053470
152
053480
172
053490
212
053330
140
052650
154
120 052860
174
052870
224
052880
165
052680
174
120 052680
224
052680
INSTALLATION
Anchor mechanical properties
Threaded part
fuk (N/mm2) Min. tensile strength
fyk(N/mm2) Yield strength
As (mm2)
Stressed cross-section
Wel (mm3) Elastic section modulus
M0Rk,s (Nm) Characteristic bending moment
M (Nm)
Recommended bending moment
34
M8
M10
M12
M16
800
640
36,6
31,23
30
17,1
800
640
58
62,3
60
34,2
800
640
84,3
109,17
105
59,9
800
640
157
277,47
266
152,2
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SPIT MEGA A4
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The loads specified on this page allow judging the products performances, but cannot be used for the designing.
The data given in the pages CC method have to be applied.
Ultimate (NRu,m, VRu,m) / characteristic loads (NRk, VRk) in kN
Mean Ultimate loads are derived from test results in admissible service conditions, and characteristic loads are statistically determined.
Anchor size
SHEAR
M8
M10
M12
Non cracked concrete (C20/25)
hef
60
NRu,m
25
NRk
21
70
32
24
80
40
33
Cracked concrete (C20/25)
hef
NRu,m
NRk
70
35
27
80
42
31
60
24
18
M16
Anchor size
M10
M12
M16
100
74,5
56,9
125
91,7
71,7
Cracked and non cracked concrete (C20/25)
47,2
62,2
Type V VRu,m
VRk
40,6
50,3
Type E VRu,m
34,7
46,3
VRk
29,4
37,5
92,8
72,9
65,8
53,7
135
98
121
75,5
100
65,3
42
125
71
53,9
M16
M8
Mechanical anchors
TENSILE
Design Loads (NRd, VRd) for one anchor without edge or spacing influence in kN
N Rd =
N Rk *
Mc
VRd =
VRk *
Ms
*Derived from test results
TENSILE
Anchor size
SHEAR
M8
Non cracked concrete (C20/25)
hef
60
NRd
14,0
M10
M12
M16
M16
Anchor size
M8
M10
M12
M16
48,6
43,0
65,3
60,4
Cracked and non cracked concrete (C20/25)
70
13,3
80
18,3
100
37,9
125
47,8
Cracked concrete (C20/25)
hef
60
70
80
NRd
12,0
15,0
17,2
Mc = 1,5 for M8-M16 and Mc = 1,8 for M10-M12
100
28,0
125
35,9
Type V
Type E
VRd
VRd
27,1
23,5
33,5
30,0
Ms = 1,5 for Type V and Ms = 1,25 for Type E
Recommended loads (Nrec, Vrec) for one anchor without edge or spacing influence in kN
N Rec =
N Rk *
M . F
VRec =
VRk *
M . F
*Derived from test results
TENSILE
SHEAR
M16
Anchor size
M12
M16
100
27,1
125
34,1
46,7
43,1
Cracked concrete (C20/25)
hef
60
70
80
100
NRec
8,6
10,7
12,3
20,0
F = 1,4 ; Mc = 1,5 for M8-M16 and Mc = 1,8 for M10-M12
Cracked and non cracked concrete (C20/25)
Type V VRec
19,3
24,0
34,7
Type E VRec
16,8
21,4
30,7
F = 1,4 ; Ms = 1,5 for Type V and Ms = 1,25 for Type E
125
25,7
Anchor size
M8
Non cracked concrete (C20/25)
hef
60
NRec
10,0
M10
70
9,5
M12
80
13,1
M16
M8
M10
35
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SPIT CC- Method
TENSILE in kN
N
SHEAR in kN
V
Pull-out resistance
N Rd,p = N
N0Rd,p
Anchor size
O
Rd , p
M8
Non cracked concrete
hef
N0Rd,p (C20/25)
O
VRd,c = VRd
,c .fb .f ,V .S C ,V
.fb
Design pull-out resistance
M10 M12 M16 M16
100
-
125
40,0
Cracked concrete
hef
60
70
80
N0Rd,p (C20/25)
5,0
6,7
13,9
Mc = 1,5 for M8-M16 and Mc = 1,8 for M10-M12
100
-
125
-
60
10,7
70
11,1
Design concrete edge resistance
at minimum edge distance (Cmin)
M8
M10 M12 M16
N Rd,c = N ORd ,c .fb .s .c, N
N0Rd,c
Anchor size
M8
Design cone resistance
M10 M12 M16 M16
Non cracked concrete
hef
N0Rd,c (C20/25)
60
15,6
70
16,4
80
20,0
Cracked concrete
hef
60
70
80
N0Rd,c (C20/25)
11,2
11,7
14,3
Mc = 1,5 for M8-M16 and Mc = 1,8 for M10-M12
Non cracked concrete
hef
Cmin
Smin
V0Rd,c (C20/25)
Cracked concrete
hef
Cmin
Smin
V0Rd,c (C20/25)
Mc = 1,5
Concrete cone resistance
100
33,6
100
24,0
60
75
70
6,4
70
95
80
10,1
80
108
90
13,4
100
150
110
25,0
60
75
70
4,6
70
95
80
7,2
80
108
90
9,5
100
150
110
17,8
Steel resistance
125
47,0
125
33,5
VRd,s
Anchor size
Steel design shear resistance
M8
M10 M12 M16
Non cracked concrete
Type V VRd,s
Type E VRd,s
Cracked concrete
Type V VRd,s
Type E VRd,s
Ms = 1,25
Steel resistance
NRd,s
Anchor size
NRd,s
Ms = 1,5
V0Rd,c
Anchor size
80
16,7
Concrete edge resistance
22,0
16,8
28,0
25,6
38,7
36
89,5
47,2
22,0
12,8
28,0
19,2
38,7
36
89,5
47,2
Steel design tensile resistance
M8
M10 M12 M16
19,3
30,7
44,7
83,7
NRd = min(NRd,p ; NRd,c ; NRd,s)
VRd = min(VRd,c ; VRd,s)
N = NSd / NRd 1
V = VSd / VRd 1
N1,5 + V1,5 1
fB INFLUENCE OF CONCRETE
Concrete class
C25/30
C30/37
C35/45
36
fB
1,1
1,22
1,34
Concrete class
C40/50
C45/55
C50/60
f,V INFLUENCE OF SHEAR LOADING DIRECTION
fB
1,41
1,48
1,55
Angle []
0 to 55
60
70
80
90 to 180
f,V
1
1,1
1,2
1,5
2
90
180
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SPIT CC- Method
s INFLUENCE OF SPACING FOR CONCRETE CONE RESISTANCE IN TENSILE LOAD
70
80
90
110
150
180
210
240
270
300
S = 0, 5 +
Reduction factor s
Cracked and non-cracked concrete
M8
M10 M12 M16
0,69
0,72
0,69
0,75
0,71
0,69
0,81
0,76
0,73
0,68
0,92
0,86
0,81
0,75
1,00
0,93
0,88
0,80
1,00
0,94
0,85
1,00
0,90
0,95
1,00
s
6.hef
Smin < S < Scr,N
Scr,N = 3.hef
S must be used for each spacing
influenced the anchors group.
Mechanical anchors
SPACING S
c,N INFLUENCE OF EDGE FOR CONCRETE CONE RESISTANCE IN TENSILE LOAD
N
EDGE C
c, N = 0, 26 + 0, 48.
c
hef
Cmin < C < Ccr,N
Ccr,N = 1,5.hef
c,N must be used for each distance
influenced the anchors group.
Reduction factor c,N
Cracked and non-cracked concrete
M8
M10 M12 M16
0,86
0,94
0,84
1,00
0,91
0,83
0,98
0,89
1,00
0,92
0,79
0,98
0,84
1,00
0,98
1,00
75
85
95
105
110
120
150
187,5
s-c,V INFLUENCE OF SPACING AND EDGE DISTANCE FOR CONCRETE EDGE RESISTANCE IN SHEAR LOAD
For single anchor fastening
Factor s-c,V
Cracked and non-cracked concrete
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
s-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
h>1,5.c
s c,V =
c
cmin
For 2 anchors fastening
cmin
s
h>1,5.c
s c,V =
3.c + s
c
.
6.cmin cmin
s1
s2
s3
sn-1
C
Cmin 1,0
Cmin
1,0
1,5
2,0
2,5
3,0
3,5
4,0
4,5
5,0
5,5
6,0
0,67
0,75
0,83
0,92
1,00
Factor s-c,V
Cracked and non-cracked concrete
1,2
1,4
1,6
1,8
2,0
2,2
2,4
2,6
2,8
3,0
3,2
0,84
0,93
1,02
1,11
1,20
1,30
1,03
1,12
1,22
1,32
1,42
1,52
1,62
1,22
1,33
1,43
1,54
1,64
1,75
1,86
1,96
1,43
1,54
1,65
1,77
1,88
1,99
2,10
2,21
2,33
1,65
1,77
1,89
2,00
2,12
2,24
2,36
2,47
2,59
2,71
2,83
1,88
2,00
2,12
2,25
2,37
2,50
2,62
2,74
2,87
2,99
3,11
2,12
2,25
2,38
2,50
2,63
2,76
2,89
3,02
3,15
3,28
3,41
2,36
2,50
2,63
2,77
2,90
3,04
3,17
3,31
3,44
3,71
3,71
2,62
2,76
2,90
3,04
3,18
3,32
3,46
3,60
3,74
4,02
4,02
2,89
3,03
3,18
3,32
3,46
3,61
3,75
3,90
4,04
4,33
4,33
3,16
3,31
3,46
3,61
3,76
3,91
4,05
4,20
4,35
4,65
4,65
For other case of fastenings
s c,V =
3.c + s1 + s2 + s3 + ... + sn 1
c
.
3.n.cmin
cmin
h>1,5.c
37
