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SPIT DYNABOLT Zinc coated steel
1/4
¬
Sleeve type expansion anchor
Technical data L
d0
d
Tinst
tfix
DYNABOLT HEX NUT
HN M6X40/8 HN M6X66/30 HN M6X92/56 HN M8X49/10 HN M8X76/35 HN M8X103/62 HN M8X124/84 HN M10X55/12 HN M10X70/18 HN M10X98/46 HN M10X126/74 HN M12X62/12 HN M12X106/49 HN M12X140/83 HN M16X81/20 HN M16X113/52 HN M16X157/96
Max. anchor depth (mm) hef 26 30 30 34 34 34 34 35 44 44 44 39 46 46 50 50 50
DYNABOLT HEX HEAD HB M6X45/8 HB M6X70/30 HB M6X95/56 HB M8X55/10 HB M8X80/35 HB M8X105/62 HB M10X75/18 HB M10X105/45 HB M12X110/49
26 30 30 28 34 34 44 44 44
8 30 56 8 35 62 18 46 49
55 55 55 65 65 65 80 80 95
M6 M6 M6 M8 M8 M8 M10 M10 M12
45 45 45 50 50 50 65 65 65
8 8 8 10 10 10 12 12 16
45 70 95 55 80 105 75 105 110
9 9 9 20 20 20 40 40 70
050252 050253 050254 050255 050256 050257 050259 050260 050262
DYNABOLT COUNTER-SUNK CSK M4.5X60/28 CSK M6X60/25 CSK M6X85/51 CSK M8X75/30 CSK M8X100/58
25 30 30 34 34
28 27 53 35 62
50 55 55 65 65
M4.5 M6 M6 M8 M8
35 45 45 50 50
6 8 8 10 10
60 60 85 75 100
10 20 20 40 40
050264 050267 050268 050269 050270
hef h0 hmin
APPLICATION ¬ Wall plates, ¬ Porches, ¬ Signs, ¬ Angle rion, hand rails.
MATERIAL ¬ Bolt class 6.8
INSTALLATION 1
2
3
1 Drill a hole corresponding to the external diameter of the anchor with a depth equal to the minimum anchor depth plus the diameter of the anchor.
Max. thick Min thick of part to of base be fixed material (mm) (mm) tfix hmin 8 55 30 55 56 55 8 65 35 65 62 65 83 65 12 80 18 80 46 80 74 80 12 95 49 95 83 95 20 100 52 100 96 100
Ø thread Drilling Ø drill depth bit (mm) d M6 M6 M6 M8 M8 M8 M8 M10 M10 M10 M10 M12 M12 M12 M16 M16 M16
(mm) hO 45 45 45 50 50 50 50 65 65 65 65 65 65 65 70 70 70
(mm) dO 8 8 8 10 10 10 10 12 12 12 12 16 16 16 20 20 20
Total rod length (mm) L 40 65 90 50 75 100 125 60 70 100 125 65 110 140 80 115 160
Max. tighten torque (Nm) Tinst 9 9 9 20 20 20 20 40 40 40 40 70 70 70 150 150 150
Code
050234 050235 050236 050238 050239 050240 050241 050242 050243 050244 050245 050246 050247 050248 050249 050250 050251
Anchor mechanical properties
2 Position the anchor into the hole until it just touches the part to be fixed. 3 Tighten the anchor until the recommended torque is achieved.
66
Threaded part fuk (N/mm2) Min. tensile strength fyk (N/mm2) Yield strength Wel (mm3) Elastic section modulus M0 Rk,s (Nm) Characteristic bending moment M (Nm) Recommended bending moment
M4,5 600 480 5,4 3,8 1,9
M6 600 480 12,7 9,15 4,5
M8 600 480 31,2 22,5 11,2
M10 600 480 62,3 44,8 22,4
M12 600 480 109,2 72 36,0
M16 600 480 277,5 166 83,0
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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.
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 M6
M8
M10
M12
M16
Minimum anchorage depth hef 25 26 NRu,m 4,3 6,1 NRk 3,2 4,6
M4,5
28 8,1 6,1
35 12,2 9,2
39 14,2 10,7
50 20,6 15,5
Maximum anchorage depth hef 30 NRu,m 7,6 NRk 5,7
34 10,8 8,1
44 17,2 12,9
46 18,2 13,7
-
Anchor size VRu,m VRk
M4,5 3,2 2,6
M6 7,3 6,1
M8 13,2 11,0
M10 20,9 17,4
M12 30,4 25,3
M16 56,4 47,0
Design Loads (NRd, VRd) for one anchor without edge or spacing influence in kN N Rd =
N Rk * γ Mc
VRd =
Mechanical anchors
TENSILE
VRk * γ Ms
*Derived from test results
TENSILE Anchor size
SHEAR M4,5
M6
M8
M10
M12
M16
26 2,2
28 2,9
35 4,4
39 5,1
50 7,4
Maximum anchorage depth hef 30 NRd 2,7 γMc = 2,1
34 3,9
44 6,1
46 6,5
-
Minimum anchorage depth hef NRd
25 1,5
Anchor size VRd γMs = 1,6
M4,5 1,6
M6 3,8
M8 6,9
M10 10,9
M12 15,8
M16 29,4
Recommended loads (Nrec, Vrec) for one anchor without edge or spacing influence in kN N Rec =
N Rk * γ M .γ F
VRec =
VRk * γ M .γ F
*Derived from test results
TENSILE Anchor size
SHEAR M6
M8
M10
M12
M16
Minimum anchorage depth hef 25 26 NRec 1,1 1,6
M4,5
28 2,1
35 3,1
39 3,6
50 5,3
34 2,8
44 4,4
46 4,7
-
Maximum anchorage depth hef 30 NRec 1,9 γMc = 2,1
Anchor size VRec γMs = 1,6
M4,5 1,2
M6 2,7
M8 4,9
M10 7,8
M12 11,3
M16 21,0
Recommended loads (Nrec, Vrec) in engineering clay bricks BP 400 (fc > 40 N/mm2) in kN TENSILE Anchor size hef NRec
SHEAR M6 30 1,6
M8 34 2,1
M10 44 3,8
M12 46 4,2
Anchor size VRec
M6 2,0
M8 3,65
M10 5,8
M12 8,45
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SPIT CC- Method TENSILE in kN N
SHEAR in kN V
¬ Pull-out resistance
N Rd,p = N ORd , p .fb N0Rd,p Anchor size
M4,5
M6
Minimum anchorage depth hef 25 26 N0Rd,p (C20/25) 1,5 2,2 Maximum anchorage depth hef 30 N0Rd,p (C20/25) 2,7 γMc = 2,1 N
O VRd,c = VRd ,c .fb .fβ ,V .ΨS − C ,V
Design pull-out resistance M8 M10 M12 M16 35 4,4
39 5,1
50 7,4
34 3,9
44 6,1
46 6,5
-
M6
Minimum anchorage depth hef 25 26 N0Rd,c (C20/25) 3,0 3,2 Maximum anchorage depth hef 30 N0Rd,c (C20/25) 3,9 γMc = 2,1
M4,5
Minimum anchorage depth hef 25 Cmin 45 Smin 85 V0Rd,c (C20/25) 2,1 Maximum anchorage hef Cmin Smin V0Rd,c (C20/25) γMc = 1,5
N Rd,c = N ORd ,c .fb .Ψs .Ψc, N
M4,5
V0Rd,c Anchor size
28 2,9
¬ Concrete cone resistance
N0Rd,c Anchor size
¬ Concrete edge resistance
Design cone resistance M8 M10 M12 M16 28 3,6
35 5,0
39 5,8
50 8,5
34 4,8
44 7,0
46 7,5
-
Design concrete edge resistance at minimum edge distance (Cmin) M6 M8 M10 M12 M16 26 45 85 2,3
28 50 100 2,9
35 60 115 4,2
39 70 170 5,9
50 110 220 13,0
depth 30 50 95 2,7
34 60 120 3,9
44 75 145 6,1
46 100 200 10,4
-
V
¬ Steel resistance
VRd,s Anchor size VRd,s γMs = 1,6
M4,5 1,6
M6 3,8
Steel design shear resistance M8 M10 M12 M16 6,9 10,9 15,8 -
N
¬ Steel resistance
NRd,s Anchor size NRd,s γMs = 2
M4,5 2,7
Steel design tensile resistance M6 M8 M10 M12 M16 6,3 11,5 18,1 26,4 -
NRd = min(NRd,p ; NRd,c ; NRd,s)
VRd = min(VRd,c ; VRd,s)
βN = NSd / NRd ≤ 1
βV = VSd / VRd ≤ 1
βN1,5 + βV1,5 ≤ 1 fB INFLUENCE OF CONCRETE Concrete class C20/25 C30/40 C40/60 C50/60
68
fB 1 1,14 1,26 1,34
fβ,V INFLUENCE OF SHEAR LOADING DIRECTION Angle β [°] 0 to 55 60 70 80 90 to 180
fβ,V 1 1,1 1,2 1,5 2
V
90˚ β
180˚
c
0˚
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SPIT CC- Method Ψs INFLUENCE OF SPACING FOR CONCRETE CONE RESISTANCE IN TENSILE LOAD
85 100 115 170 220
s
ΨS = 0, 5 +
s 4.hef
M4,5 1,00
Reduction factor Ψs Minimum anchorage depth M6 M8 M10 M12 M16 1,00 1,00 1,00 1,00 1,00
SPACING S Reduction factor Ψs Maximum anchorage depth M6 M8 M10 M12 95 1,00 120 1,00 145 1,00 200 1,00
Mechanical anchors
SPACING S
N
Smin < S < Scr,N Scr,N = 3.hef ΨS must be used for each spacing influenced the anchors group.
Ψc,N INFLUENCE OF EDGE FOR CONCRETE CONE RESISTANCE IN TENSILE LOAD N
EDGE C
45 50 60 70 110
c
Ψc, N = 0, 27 + 0, 725.
c hef
M4,5 1,00
Reduction factor Ψs Minimum anchorage depth M6 M8 M10 M12 M16 1,00 1,00 1,00 1,00 1,00
EDGE C
50 60 75 100
Reduction factor Ψs Maximum anchorage depth M6 M8 M10 M12 1,00 1,00 1,00 1,00
Cmin < C < Ccr,N Ccr,N = 1,5.hef Ψc,N must be used for each distance influenced the anchors group.
Ψs-c,V INFLUENCE OF SPACING AND EDGE DISTANCE FOR CONCRETE EDGE RESISTANCE IN SHEAR LOAD Factor Ψs-c,V Non-cracked concrete
¬ For single anchor fastening
c
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
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
h>1,5.c
Ψs − c,V =
c cmin
.
c C Cmin 1,0 S
s c
V
h>1,5.c
Ψs − c,V =
3.c + s c . 6.cmin cmin s1
c
s2
Factor Ψs-c,V Non-cracked concrete
¬ For 2 anchors fastening
cmin
s3 sn-1
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
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
Ψs − c,V =
V
h>1,5.c
3.c + s1 + s2 + s3 + ... + sn −1 c . 3.n.cmin cmin 69
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¬
Sleeve type expansion anchor
Technical data L
d0
d
Tinst
tfix
DYNABOLT HEX NUT
HN M6X40/8 HN M6X66/30 HN M6X92/56 HN M8X49/10 HN M8X76/35 HN M8X103/62 HN M8X124/84 HN M10X55/12 HN M10X70/18 HN M10X98/46 HN M10X126/74 HN M12X62/12 HN M12X106/49 HN M12X140/83 HN M16X81/20 HN M16X113/52 HN M16X157/96
Max. anchor depth (mm) hef 26 30 30 34 34 34 34 35 44 44 44 39 46 46 50 50 50
DYNABOLT HEX HEAD HB M6X45/8 HB M6X70/30 HB M6X95/56 HB M8X55/10 HB M8X80/35 HB M8X105/62 HB M10X75/18 HB M10X105/45 HB M12X110/49
26 30 30 28 34 34 44 44 44
8 30 56 8 35 62 18 46 49
55 55 55 65 65 65 80 80 95
M6 M6 M6 M8 M8 M8 M10 M10 M12
45 45 45 50 50 50 65 65 65
8 8 8 10 10 10 12 12 16
45 70 95 55 80 105 75 105 110
9 9 9 20 20 20 40 40 70
050252 050253 050254 050255 050256 050257 050259 050260 050262
DYNABOLT COUNTER-SUNK CSK M4.5X60/28 CSK M6X60/25 CSK M6X85/51 CSK M8X75/30 CSK M8X100/58
25 30 30 34 34
28 27 53 35 62
50 55 55 65 65
M4.5 M6 M6 M8 M8
35 45 45 50 50
6 8 8 10 10
60 60 85 75 100
10 20 20 40 40
050264 050267 050268 050269 050270
hef h0 hmin
APPLICATION ¬ Wall plates, ¬ Porches, ¬ Signs, ¬ Angle rion, hand rails.
MATERIAL ¬ Bolt class 6.8
INSTALLATION 1
2
3
1 Drill a hole corresponding to the external diameter of the anchor with a depth equal to the minimum anchor depth plus the diameter of the anchor.
Max. thick Min thick of part to of base be fixed material (mm) (mm) tfix hmin 8 55 30 55 56 55 8 65 35 65 62 65 83 65 12 80 18 80 46 80 74 80 12 95 49 95 83 95 20 100 52 100 96 100
Ø thread Drilling Ø drill depth bit (mm) d M6 M6 M6 M8 M8 M8 M8 M10 M10 M10 M10 M12 M12 M12 M16 M16 M16
(mm) hO 45 45 45 50 50 50 50 65 65 65 65 65 65 65 70 70 70
(mm) dO 8 8 8 10 10 10 10 12 12 12 12 16 16 16 20 20 20
Total rod length (mm) L 40 65 90 50 75 100 125 60 70 100 125 65 110 140 80 115 160
Max. tighten torque (Nm) Tinst 9 9 9 20 20 20 20 40 40 40 40 70 70 70 150 150 150
Code
050234 050235 050236 050238 050239 050240 050241 050242 050243 050244 050245 050246 050247 050248 050249 050250 050251
Anchor mechanical properties
2 Position the anchor into the hole until it just touches the part to be fixed. 3 Tighten the anchor until the recommended torque is achieved.
66
Threaded part fuk (N/mm2) Min. tensile strength fyk (N/mm2) Yield strength Wel (mm3) Elastic section modulus M0 Rk,s (Nm) Characteristic bending moment M (Nm) Recommended bending moment
M4,5 600 480 5,4 3,8 1,9
M6 600 480 12,7 9,15 4,5
M8 600 480 31,2 22,5 11,2
M10 600 480 62,3 44,8 22,4
M12 600 480 109,2 72 36,0
M16 600 480 277,5 166 83,0
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2/4
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.
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 M6
M8
M10
M12
M16
Minimum anchorage depth hef 25 26 NRu,m 4,3 6,1 NRk 3,2 4,6
M4,5
28 8,1 6,1
35 12,2 9,2
39 14,2 10,7
50 20,6 15,5
Maximum anchorage depth hef 30 NRu,m 7,6 NRk 5,7
34 10,8 8,1
44 17,2 12,9
46 18,2 13,7
-
Anchor size VRu,m VRk
M4,5 3,2 2,6
M6 7,3 6,1
M8 13,2 11,0
M10 20,9 17,4
M12 30,4 25,3
M16 56,4 47,0
Design Loads (NRd, VRd) for one anchor without edge or spacing influence in kN N Rd =
N Rk * γ Mc
VRd =
Mechanical anchors
TENSILE
VRk * γ Ms
*Derived from test results
TENSILE Anchor size
SHEAR M4,5
M6
M8
M10
M12
M16
26 2,2
28 2,9
35 4,4
39 5,1
50 7,4
Maximum anchorage depth hef 30 NRd 2,7 γMc = 2,1
34 3,9
44 6,1
46 6,5
-
Minimum anchorage depth hef NRd
25 1,5
Anchor size VRd γMs = 1,6
M4,5 1,6
M6 3,8
M8 6,9
M10 10,9
M12 15,8
M16 29,4
Recommended loads (Nrec, Vrec) for one anchor without edge or spacing influence in kN N Rec =
N Rk * γ M .γ F
VRec =
VRk * γ M .γ F
*Derived from test results
TENSILE Anchor size
SHEAR M6
M8
M10
M12
M16
Minimum anchorage depth hef 25 26 NRec 1,1 1,6
M4,5
28 2,1
35 3,1
39 3,6
50 5,3
34 2,8
44 4,4
46 4,7
-
Maximum anchorage depth hef 30 NRec 1,9 γMc = 2,1
Anchor size VRec γMs = 1,6
M4,5 1,2
M6 2,7
M8 4,9
M10 7,8
M12 11,3
M16 21,0
Recommended loads (Nrec, Vrec) in engineering clay bricks BP 400 (fc > 40 N/mm2) in kN TENSILE Anchor size hef NRec
SHEAR M6 30 1,6
M8 34 2,1
M10 44 3,8
M12 46 4,2
Anchor size VRec
M6 2,0
M8 3,65
M10 5,8
M12 8,45
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SPIT CC- Method TENSILE in kN N
SHEAR in kN V
¬ Pull-out resistance
N Rd,p = N ORd , p .fb N0Rd,p Anchor size
M4,5
M6
Minimum anchorage depth hef 25 26 N0Rd,p (C20/25) 1,5 2,2 Maximum anchorage depth hef 30 N0Rd,p (C20/25) 2,7 γMc = 2,1 N
O VRd,c = VRd ,c .fb .fβ ,V .ΨS − C ,V
Design pull-out resistance M8 M10 M12 M16 35 4,4
39 5,1
50 7,4
34 3,9
44 6,1
46 6,5
-
M6
Minimum anchorage depth hef 25 26 N0Rd,c (C20/25) 3,0 3,2 Maximum anchorage depth hef 30 N0Rd,c (C20/25) 3,9 γMc = 2,1
M4,5
Minimum anchorage depth hef 25 Cmin 45 Smin 85 V0Rd,c (C20/25) 2,1 Maximum anchorage hef Cmin Smin V0Rd,c (C20/25) γMc = 1,5
N Rd,c = N ORd ,c .fb .Ψs .Ψc, N
M4,5
V0Rd,c Anchor size
28 2,9
¬ Concrete cone resistance
N0Rd,c Anchor size
¬ Concrete edge resistance
Design cone resistance M8 M10 M12 M16 28 3,6
35 5,0
39 5,8
50 8,5
34 4,8
44 7,0
46 7,5
-
Design concrete edge resistance at minimum edge distance (Cmin) M6 M8 M10 M12 M16 26 45 85 2,3
28 50 100 2,9
35 60 115 4,2
39 70 170 5,9
50 110 220 13,0
depth 30 50 95 2,7
34 60 120 3,9
44 75 145 6,1
46 100 200 10,4
-
V
¬ Steel resistance
VRd,s Anchor size VRd,s γMs = 1,6
M4,5 1,6
M6 3,8
Steel design shear resistance M8 M10 M12 M16 6,9 10,9 15,8 -
N
¬ Steel resistance
NRd,s Anchor size NRd,s γMs = 2
M4,5 2,7
Steel design tensile resistance M6 M8 M10 M12 M16 6,3 11,5 18,1 26,4 -
NRd = min(NRd,p ; NRd,c ; NRd,s)
VRd = min(VRd,c ; VRd,s)
βN = NSd / NRd ≤ 1
βV = VSd / VRd ≤ 1
βN1,5 + βV1,5 ≤ 1 fB INFLUENCE OF CONCRETE Concrete class C20/25 C30/40 C40/60 C50/60
68
fB 1 1,14 1,26 1,34
fβ,V INFLUENCE OF SHEAR LOADING DIRECTION Angle β [°] 0 to 55 60 70 80 90 to 180
fβ,V 1 1,1 1,2 1,5 2
V
90˚ β
180˚
c
0˚
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SPIT CC- Method Ψs INFLUENCE OF SPACING FOR CONCRETE CONE RESISTANCE IN TENSILE LOAD
85 100 115 170 220
s
ΨS = 0, 5 +
s 4.hef
M4,5 1,00
Reduction factor Ψs Minimum anchorage depth M6 M8 M10 M12 M16 1,00 1,00 1,00 1,00 1,00
SPACING S Reduction factor Ψs Maximum anchorage depth M6 M8 M10 M12 95 1,00 120 1,00 145 1,00 200 1,00
Mechanical anchors
SPACING S
N
Smin < S < Scr,N Scr,N = 3.hef ΨS must be used for each spacing influenced the anchors group.
Ψc,N INFLUENCE OF EDGE FOR CONCRETE CONE RESISTANCE IN TENSILE LOAD N
EDGE C
45 50 60 70 110
c
Ψc, N = 0, 27 + 0, 725.
c hef
M4,5 1,00
Reduction factor Ψs Minimum anchorage depth M6 M8 M10 M12 M16 1,00 1,00 1,00 1,00 1,00
EDGE C
50 60 75 100
Reduction factor Ψs Maximum anchorage depth M6 M8 M10 M12 1,00 1,00 1,00 1,00
Cmin < C < Ccr,N Ccr,N = 1,5.hef Ψc,N must be used for each distance influenced the anchors group.
Ψs-c,V INFLUENCE OF SPACING AND EDGE DISTANCE FOR CONCRETE EDGE RESISTANCE IN SHEAR LOAD Factor Ψs-c,V Non-cracked concrete
¬ For single anchor fastening
c
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
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
h>1,5.c
Ψs − c,V =
c cmin
.
c C Cmin 1,0 S
s c
V
h>1,5.c
Ψs − c,V =
3.c + s c . 6.cmin cmin s1
c
s2
Factor Ψs-c,V Non-cracked concrete
¬ For 2 anchors fastening
cmin
s3 sn-1
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
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
Ψs − c,V =
V
h>1,5.c
3.c + s1 + s2 + s3 + ... + sn −1 c . 3.n.cmin cmin 69
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