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Specifier's comments:
1 Input data
Anchor type and diameter:
HIT-HY 200-A + HAS-U 8.8 HDG M24
Return period (service life in years):
50
Item number:
not available (element) / 2022696 HIT-HY 200-A
(adhesive)
Effective embedment depth:
hef,opti = 280.0 mm (hef,limit = 480.0 mm)
Material:
8.8
Evaluation Service Report:
ETA 11/0493
Issued I Valid:
10.12.2021 | -
Proof:
Design Method EN 1992-4, Chemical
Stand-off installation:
eb = 0.0 mm (no stand-off); t = 20.0 mm
Anchor plate :
lx x ly x t = 400.0 mm x 400.0 mm x 20.0 mm; (Recommended plate thickness: not calculated)
Profile:
IPBi/HEA, IPBI 120 / HE 120 A; (L x W x T x FT) = 114.0 mm x 120.0 mm x 5.0 mm x 8.0 mm
Base material:
cracked concrete, C25/30, fc,cyl = 25.00 N/mm ; h = 800.0 mm, Temp. short/long: 40/24 °C,
User-defined partial material safety factor gc = 1.500
Installation:
hammer drilled hole, Installation condition: Dry
Reinforcement:
reinforcement spacing < 150 mm (any Ø) or < 100 mm (Ø <= 10 mm)
R
2
with longitudinal edge reinforcement d >= 12.0 [mm] + close mesh (stirrups, hangers) s <= 100.0
[mm]
R
- The anchor calculation is based on a rigid anchor plate assumption.
Geometry [mm] & Loading [kN, kNm]
Input data and results must be checked for conformity with the existing conditions and for plausibility!
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1.1 Load combination
Case
Description
Forces [kN] / Moments [kNm]
Seismic
Fire
Max. Util. Anchor [%]
1
Max Fx
N = -114.075; Vx = -0.091; Vy = -37.197;
Mx = 0.000; My = 0.000; Mz = 0.000;
Nsus = 0.000; Mx,sus = 0.000; My,sus = 0.000;
no
no
58
2
Min Fx
N = 103.610; Vx = 0.109; Vy = 37.254;
Mx = 0.000; My = 0.000; Mz = 0.000;
Nsus = 0.000; Mx,sus = 0.000; My,sus = 0.000;
no
no
99
3
Max Fy
N = -123.447; Vx = -0.125; Vy = -36.682;
Mx = 0.000; My = 0.000; Mz = 0.000;
Nsus = 0.000; Mx,sus = 0.000; My,sus = 0.000;
no
no
57
4
Min Fy
N = 105.110; Vx = 0.106; Vy = 37.246;
Mx = 0.000; My = 0.000; Mz = 0.000;
Nsus = 0.000; Mx,sus = 0.000; My,sus = 0.000;
no
no
100
5
Max Fz
N = 13.038; Vx = -11.197; Vy = 0.029;
Mx = 0.000; My = 0.000; Mz = 0.000;
Nsus = 0.000; Mx,sus = 0.000; My,sus = 0.000;
no
no
18
6
Min Fz
N = -37.856; Vx = 11.201; Vy = -0.070;
Mx = 0.000; My = 0.000; Mz = 0.000;
Nsus = 0.000; Mx,sus = 0.000; My,sus = 0.000;
no
no
18
7
Max Mx
N = -10.472; Vx = 0.011; Vy = 0.598;
Mx = 0.000; My = 0.000; Mz = 0.000;
Nsus = 0.000; Mx,sus = 0.000; My,sus = 0.000;
no
no
1
8
Min Mx
N = -10.472; Vx = 0.011; Vy = 0.598;
Mx = 0.000; My = 0.000; Mz = 0.000;
Nsus = 0.000; Mx,sus = 0.000; My,sus = 0.000;
no
no
1
9
Max My
N = -115.575; Vx = -0.088; Vy = -37.189;
Mx = 0.000; My = 0.000; Mz = 0.000;
Nsus = 0.000; Mx,sus = 0.000; My,sus = 0.000;
no
no
58
10
Min My
N = 105.110; Vx = 0.106; Vy = 37.246;
Mx = 0.000; My = 0.000; Mz = 0.000;
Nsus = 0.000; Mx,sus = 0.000; My,sus = 0.000;
no
no
100
11
Max Mz
N = -10.472; Vx = 0.011; Vy = 0.598;
Mx = 0.000; My = 0.000; Mz = 0.000;
Nsus = 0.000; Mx,sus = 0.000; My,sus = 0.000;
no
no
1
12
Min Mz
N = -10.472; Vx = 0.011; Vy = 0.598;
Mx = 0.000; My = 0.000; Mz = 0.000;
Nsus = 0.000; Mx,sus = 0.000; My,sus = 0.000;
no
no
1
Input data and results must be checked for conformity with the existing conditions and for plausibility!
PROFIS Engineering ( c ) 2003-2023 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan
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2 Load case/Resulting anchor forces
y
3
Controlling load case: 10 Min My
4
Anchor reactions [kN]
Tension force: (+Tension, -Compression)
Anchor
Tension force
Shear force
Shear force x
Shear force y
1
26.277
9.312
0.026
9.312
2
26.277
9.312
0.026
9.312
3
26.277
9.312
0.026
9.312
4
26.277
9.312
0.026
9.312
max. concrete compressive strain:
max. concrete compressive stress:
x
Tension
1
- [‰]
2
2
- [N/mm ]
resulting tension force in (x/y)=(0.0/0.0):
105.110 [kN]
resulting compression force in (x/y)=(0.0/0.0): 0.000 [kN]
Anchor forces are calculated based on the assumption of a rigid anchor plate.
Input data and results must be checked for conformity with the existing conditions and for plausibility!
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3 Tension load (EN 1992-4, Section 7.2.1)
Load [kN]
Capacity [kN]
Utilization bN [%]
Status
Steel Strength*
26.277
188.267
14
OK
Combined pullout-concrete cone failure**
105.110
176.261
60
OK
Concrete Breakout Failure**
105.110
153.578
69
OK
Splitting failure**
105.110
246.924
43
OK
* highest loaded anchor
**anchor group (anchors in tension)
3.1 Steel Strength
N
NEd £ NRd,s = Rk,s
gM,s
EN 1992-4, Table 7.1
NRk,s [kN]
gM,s
NRd,s [kN]
NEd [kN]
282.400
1.500
188.267
26.277
Input data and results must be checked for conformity with the existing conditions and for plausibility!
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3.2 Combined pullout-concrete cone failure
N
NEd £ NRd,p = Rk,p
gM,p
0
NRk,p
= NRk,p ·
0
EN 1992-4, Table 7.1
Ap,N
0
Ap,N
· y g,Np · y s,Np · y re,N · y ec1,Np · y ec2,Np
EN 1992-4, Eq. (7.13)
NRk,p
y sus
= y sus · t Rk · p · d · hef
=1
EN 1992-4, Eq. (7.14)
EN 1992-4, Eq. (7.14a)
scr,Np
= 7.3 · d · √y sus · t Rk £ 3 · hef
0,5
s
0
0
= y g,Np · (y g,Np - 1) ³ 1.00
s
EN 1992-4, Eq. (7.15)
( )
y g,Np
EN 1992-4, Eq. (7.17)
cr,Np
0
y g,Np
= √n - (√n - 1) ·
t Rk,c
=
(tt )
1,5
Rk
Rk,c
³ 1.00
EN 1992-4, Eq. (7.18)
k3
· √hef · fck
p·d
c
= 0.7 + 0.3 ·
1.00
ccr,Np £
1
=
1.00
2 · ec1,N £
1+
scr,Np
1
=
1.00
2 · ec2,N £
1+
scr,Np
cmax smax
,
· hef
= max
ccr,Np scr,Np
y s,Np
y ec1,Np
y ec2,Np
'
hef
EN 1992-4, Eq. (7.20)
(
)
EN 1992-4, Eq. (7.21)
(
(
)
EN 1992-4, Eq. (7.21)
2
)
0
2
Ap,N [mm ]
Ap,N [mm ]
722,500
372,396
'
hef
EN 1992-4, Eq. (7.19)
[mm]
203.4
'
ccr,Np
[mm]
305.1
EN 1992-4, Eq. (7.9)
2
scr,Np [mm]
ccr,Np [mm]
cmin [mm]
fc,cyl [N/mm ]
18.00
743.3
371.7
270.0
25.00
'
scr,Np
[mm]
610.2
yc
t Rk,cr [N/mm ]
k3
t Rk,c [N/mm ]
y g,Np
0
y g,Np
1.023
9.20
7.700
7.28
1.000
1.000
ec1,N [mm]
y ec1,Np
ec2,N [mm]
y ec2,Np
y s,Np
y re,Np
0.0
1.000
0.0
1.000
0.965
1.000
y sus
asus
y sus
0.740
0.000
1.000
0
0
NRk,p
[kN]
141.148
2
t Rk,ucr,20 [N/mm ]
2
2
NRk,p [kN]
gM,p
NRd,p [kN]
NEd [kN]
264.391
1.500
176.261
105.110
Group anchor ID
1-4
Input data and results must be checked for conformity with the existing conditions and for plausibility!
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3.3 Concrete Breakout Failure
N
NEd £ NRd,c = Rk,c
gM,c
EN 1992-4, Table 7.1
0
NRk,c
= NRk,c ·
0
Ac,N
0
Ac,N
· y s,N · y re,N · y ec1,N · y ec2,N · y M,N
1,5
EN 1992-4, Eq. (7.1)
NRk,c
= k1 · √fck · hef
EN 1992-4, Eq. (7.2)
0
Ac,N
= scr,N · scr,N
EN 1992-4, Eq. (7.3)
y s,N
= 0.7 + 0.3 ·
y ec1,N
=
y ec2,N
1+
(
1+
(
=
y M,N
c
1.00
ccr,N £
1
2 · eN,1
scr,N
1
2 · eN,2
scr,N
EN 1992-4, Eq. (7.4)
)
£ 1.00
EN 1992-4, Eq. (7.6)
)
£ 1.00
EN 1992-4, Eq. (7.6)
=1
'
hef
= max
2
EN 1992-4, Eq. (7.7)
(
cmax smax
,
ccr,N scr,N
)·h
0
2
Ac,N [mm ]
Ac,N [mm ]
722,500
291,600
'
hef
'
ccr,N
[mm]
[mm]
EN 1992-4, Eq. (7.9)
ef
2
ccr,N [mm]
scr,N [mm]
fc,cyl [N/mm ]
420.0
840.0
25.00
'
scr,N
[mm]
180.0
270.0
540.0
ec1,N [mm]
y ec1,N
ec2,N [mm]
y ec2,N
y s,N
y re,N
0.0
1.000
0.0
1.000
1.000
1.000
gM,c
NRd,c [kN]
NEd [kN]
1.500
153.578
105.110
z [mm]
y M,N
k1
0.0
1.000
7.700
0
NRk,c
[kN]
92.976
Group anchor ID
1-4
Input data and results must be checked for conformity with the existing conditions and for plausibility!
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3.4 Splitting failure
N
NEd £ NRd,sp = Rk,sp
gMsp
EN 1992-4, Table 7.1
0
NRk,sp
= NRk,sp ·
0
Ac,N
0
Ac,N
· y s,N · y re,N · y ec1,N · y ec2,N · y h,sp
EN 1992-4, Eq. (7.23)
= min (N0Rk,p, N0Rk,c)
NRk,sp
0
Ac,N
= scr,sp · scr,sp
y s,N
= 0.7 + 0.3 ·
y ec1,N
=
y ec2,N
1+
(
1+
(
=
y h,sp
=
2
1.00
ccr,sp £
1
2 · eN,1
scr,sp
1
2 · eN,2
scr,sp
(hh )
min
EN 1992-4, Eq. (7.3)
c
)
£ 1.00
EN 1992-4, Eq. (7.6)
)
£ 1.00
EN 1992-4, Eq. (7.6)
2/3
£ max
{1; (h
0
2
Ac,N [mm ]
Ac,N [mm ]
722,500
291,600
'
hef
[mm]
EN 1992-4, Eq. (7.4)
'
ccr,sp
[mm]
ef
+ 1.5· c1
hmin
) } £ 2.00
2/3
EN 1992-4, Eq. (7.24)
ccr,sp [mm]
scr,sp [mm]
y h,sp
fc,cyl [N/mm ]
280.0
560.0
1.608
25.00
'
scr,sp
2
[mm]
270.0
270.0
540.0
ec1,N [mm]
y ec1,N
ec2,N [mm]
y ec2,N
y s,N
y re,N
k1
0.0
1.000
0.0
1.000
1.000
1.000
7.700
gM,sp
NRd,sp [kN]
NEd [kN]
1.500
246.924
105.110
0
NRk,sp
[kN]
92.976
Group anchor ID
1-4
Input data and results must be checked for conformity with the existing conditions and for plausibility!
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4 Shear load (EN 1992-4, Section 7.2.2)
Utilization bV [%]
Status
112.960
9
OK
N/A
N/A
N/A
37.246
307.156
13
OK
37.246
65.019
58
OK
Load [kN]
Capacity [kN]
9.312
N/A
Pryout Strength**
Concrete edge failure in direction y+**
Steel Strength (without lever arm)*
Steel failure (with lever arm)*
* highest loaded anchor
**anchor group (relevant anchors)
4.1 Steel Strength (without lever arm)
V
VEd £ VRd,s = Rk,s
gM,s
VRk,s
= k7 ·
0
0
VRk,s
EN 1992-4, Table 7.2
EN 1992-4, Eq. (7.35)
VRk,s [kN]
k7
VRk,s [kN]
gM,s
VRd,s [kN]
VEd [kN]
141.200
1.000
141.200
1.250
112.960
9.312
Input data and results must be checked for conformity with the existing conditions and for plausibility!
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4.2 Pryout Strength (Concrete Breakout Strength controls)
V
VEd £ VRd,cp = Rk,cp
gM,c,p
VRk,cp
= k8 · min {NRk,c; NRk,p}
A
0
NRk,c
= NRk,c · 0c,N · y s,N · y re,N · y ec1,N · y ec2,N · y M,N
Ac,N
EN 1992-4, Table 7.2
EN 1992-4, Eq. (7.39c)
EN 1992-4, Eq. (7.1)
0
= k1 · √fck · hef
EN 1992-4, Eq. (7.2)
Ac,N
0
= scr,N · scr,N
EN 1992-4, Eq. (7.3)
y s,N
= 0.7 + 0.3 ·
y ec1,N
=
1,5
NRk,c
y ec2,N
1+
(
1+
(
=
y M,N
c
1.00
ccr,N £
1
2 · eV,1
scr,N
1
2 · eV,2
scr,N
EN 1992-4, Eq. (7.4)
)
£ 1.00
EN 1992-4, Eq. (7.6)
)
£ 1.00
EN 1992-4, Eq. (7.6)
=1
'
hef
= max
2
EN 1992-4, Eq. (7.7)
(
cmax smax
,
ccr,N scr,N
)·h
0
2
Ac,N [mm ]
Ac,N [mm ]
722,500
291,600
'
hef
'
ccr,N
[mm]
180.0
[mm]
EN 1992-4, Eq. (7.9)
ef
2
ccr,N [mm]
scr,N [mm]
k8
fc,cyl [N/mm ]
420.0
840.0
2.000
25.00
'
scr,N
[mm]
270.0
540.0
ec1,V [mm]
y ec1,N
ec2,V [mm]
y ec2,N
y s,N
y re,N
y M,N
0.0
1.000
0.0
1.000
1.000
1.000
1.000
k1
NRk,c [kN]
0
gM,c,p
VRd,cp [kN]
VEd [kN]
7.700
92.976
1.500
307.156
37.246
Group anchor ID
1-4
Input data and results must be checked for conformity with the existing conditions and for plausibility!
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4.3 Concrete edge failure in direction y+
V
VEd £ VRd,c = Rk,c
gM,c
EN 1992-4, Table 7.2
Ac,V
0
VRk,c
= kT · VRk,c ·
b
a
0
· y s,V · y h,V · y a,V · y ec,V · y re,V
0
Ac,V
1,5
= k9 · dnom · lf · √fck · c1
VRk,c
lf
c1
= 0.1 ·
EN 1992-4, Eq. (7.41)
0,5
()
d
= 0.1 · (
c )
a
EN 1992-4, Eq. (7.42)
0,2
nom
b
EN 1992-4, Eq. (7.40)
EN 1992-4, Eq. (7.43)
1
0
Ac,V
= 4.5 ·
y s,V
c2
1.00
= 0.7 + 0.3 ·
1.5 · c1 £
y h,V
=
y ec,V
=
=
EN 1992-4, Eq. (7.44)
(1.5h· c )
(
EN 1992-4, Eq. (7.45)
0,5
1
1+
y a,V
2
c1
1
2 · eV
3 · c1
)
³ 1.00
EN 1992-4, Eq. (7.46)
£ 1.00
EN 1992-4, Eq. (7.47)
√(cos a ) + (10.5 · sin a )
2
V
V
lf [mm]
dnom [mm]
280.0
24.00
2
³ 1.00
EN 1992-4, Eq. (7.48)
k9
1.700
2
0
Ac,V
a
b
fc,cyl [N/mm ]
0.102
0.062
25.00
2
2
[mm ]
c1 [mm]
Ac,V [mm ]
270.0
344,250
328,050
y s,V
y h,V
aV [°]
y a,V
ec,V [mm]
y ec,V
y re,V
0.900
1.000
0.08
1.000
0.0
1.000
1.400
kT
gM,c
VRd,c [kN]
VEd [kN]
1.0
1.500
65.019
37.246
0
VRk,c
[kN]
73.761
Input data and results must be checked for conformity with the existing conditions and for plausibility!
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Efix man hea120
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13.07.2023
5 Combined tension and shear loads (EN 1992-4, Section 7.2.3)
Steel failure
a
bN
bV
a
Utilization bN,V [%]
Status
0.140
0.082
2.000
3
OK
a
bN + bV £ 1.0
Concrete failure
a
bN
bV
a
Utilization bN,V [%]
Status
0.684
0.573
1.500
100
OK
a
bN + bV £ 1.0
6 Displacements (highest loaded anchor)
Short term loading:
NSk
VSk
=
=
19.465 [kN]
dN
=
0.0645 [mm]
6.897 [kN]
dV
=
0.2069 [mm]
dNV
=
0.2168 [mm]
Long term loading:
NSk
=
19.465 [kN]
dN
=
0.1475 [mm]
VSk
=
6.897 [kN]
dV
=
0.3449 [mm]
dNV
=
0.3751 [mm]
Comments: Tension displacements are valid with half of the required installation torque moment for uncracked concrete! Shear displacements
are valid without friction between the concrete and the anchor plate! The gap due to the drilled hole and clearance hole tolerances are not
included in this calculation!
The acceptable anchor displacements depend on the fastened construction and must be defined by the designer!
Input data and results must be checked for conformity with the existing conditions and for plausibility!
PROFIS Engineering ( c ) 2003-2023 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan
11
Hilti PROFIS Engineering 3.0.86
www.hilti.cz
Company:
Address:
Phone I Fax:
Design:
Fastening point:
|
Efix man hea120
Page:
Specifier:
E-Mail:
Date:
12
13.07.2023
7 Warnings
• The anchor design methods in PROFIS Engineering require rigid anchor plates per current regulations (AS 5216:2021, ETAG 001/Annex C,
EOTA TR029 etc.). This means load re-distribution on the anchors due to elastic deformations of the anchor plate are not considered - the
anchor plate is assumed to be sufficiently stiff, in order not to be deformed when subjected to the design loading. PROFIS Engineering
calculates the minimum required anchor plate thickness with CBFEM to limit the stress of the anchor plate based on the assumptions
explained above. The proof if the rigid anchor plate assumption is valid is not carried out by PROFIS Engineering. Input data and results
must be checked for agreement with the existing conditions and for plausibility!
• Checking the transfer of loads into the base material is required in accordance with EN 1992-4, Annex A!
• The design is only valid if the clearance hole in the fixture is not larger than the value given in Table 6.1 of EN 1992-4! For larger diameters
of the clearance hole see section 6.2.2 of EN 1992-4!
• The accessory list in this report is for the information of the user only. In any case, the instructions for use provided with the product have to
be followed to ensure a proper installation.
• For the determination of the y re,v (concrete edge failure) the minimum concrete cover defined in the design settings is used as the concrete
cover of the edge reinforcement.
• Bore hole cleaning must be performed according to instructions for use (blow twice with oil-free compressed air (min. 6 bar), brush twice,
blow twice with oil-free compressed air (min. 6 bar)).
• Characteristic bond resistances depend on short- and long-term temperatures.
• Edge reinforcement is not required to avoid splitting failure
• The characteristic bond resistances depend on the return period (service life in years): 50
Fastening meets the design criteria!
Input data and results must be checked for conformity with the existing conditions and for plausibility!
PROFIS Engineering ( c ) 2003-2023 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan
12
Hilti PROFIS Engineering 3.0.86
www.hilti.cz
Company:
Address:
Phone I Fax:
Design:
Fastening point:
Page:
Specifier:
E-Mail:
Date:
|
Efix man hea120
13
13.07.2023
8 Installation data
2
Anchor plate, steel: Custom anchor plate material; E = 200,000.00 N/mm ; fyk = Anchor type and diameter: HIT-HY 200-A + HAS-U 8.8
2
HDG M24
250.00 N/mm
Profile: IPBi/HEA, IPBI 120 / HE 120 A; (L x W x T x FT) = 114.0 mm x 120.0
Item number: not available (element) / 2022696 HIT-HY
mm x 5.0 mm x 8.0 mm
200-A (adhesive)
Hole diameter in the fixture: df = 26.0 mm
Maximum installation torque: 200 Nm
Plate thickness (input): 20.0 mm
Hole diameter in the base material: 28.0 mm
Recommended plate thickness: not calculated
Hole depth in the base material: 280.0 mm
Drilling method: Hammer drilled
Cleaning: Compressed air cleaning of the drilled hole according to instructions
Minimum thickness of the base material: 336.0 mm
for use is required
Hilti HAS-U threaded rod with HIT-HY 200 injection mortar with 280 mm embedment h_ef, M24, Hot dip galvanized, Hammer drilled
installation per ETA 11/0493
8.1 Recommended accessories
Drilling
Cleaning
Setting
• Suitable Rotary Hammer
• Properly sized drill bit
• Compressed air with required
accessories to blow from the bottom of
the hole
• Proper diameter wire brush
• Dispenser including cassette and mixer
• Torque wrench
y
200.0
4
310.0
200.0
3
45.0
200.0
200.0
x
2
45.0
1
45.0
310.0
45.0
Coordinates Anchor [mm]
Anchor
x
y
c-x
c+x
c-y
c+y
1
2
3
4
-155.0
155.0
-155.0
155.0
-155.0
-155.0
155.0
155.0
270.0
580.0
270.0
580.0
580.0
270.0
580.0
270.0
270.0
270.0
580.0
580.0
580.0
580.0
270.0
270.0
Input data and results must be checked for conformity with the existing conditions and for plausibility!
PROFIS Engineering ( c ) 2003-2023 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan
13
Hilti PROFIS Engineering 3.0.86
www.hilti.cz
Company:
Address:
Phone I Fax:
Design:
Fastening point:
|
Efix man hea120
Page:
Specifier:
E-Mail:
Date:
14
13.07.2023
9 Remarks; Your Cooperation Duties
• Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas
and security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be
strictly complied with by the user. All figures contained therein are average figures, and therefore use-specific tests are to be conducted prior
to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you
put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by
you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with
regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to
interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability
for a specific application.
• You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for
the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do
not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software
in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or
damaged data or programs, arising from a culpable breach of duty by you.
Input data and results must be checked for conformity with the existing conditions and for plausibility!
PROFIS Engineering ( c ) 2003-2023 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan
14