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Concrete - Apr 20, 2022
1
20/04/2022
Specifier's comments:
1 Anchor Design
1.1 Input data
Anchor type and diameter:
HVU2 + HAS-U 5.8 M24
Item number:
2223881 HAS-U 5.8 M24x300 (element) / 2164560
HVU2 M24x210 (capsule)
Effective embedment depth:
hef,act = 210.0 mm, hnom = 210.0 mm
Material:
5.8
Evaluation Service Report:
ESR-4372
Issued I Valid:
01/09/2021 | 01/06/2022
Proof:
Design Method ACI 318-08 / Chem
Stand-off installation:
without clamping (anchor); restraint level (anchor plate): 2.00; eb = 25.0 mm; t = 18.0 mm
Hilti Grout: , precision, fc,Grout = 30.00 N/mm
Anchor plate
CBFEM
:
2
lx x ly x t = 200.0 mm x 200.0 mm x 18.0 mm;
Profile:
Square bars (AISC), 1 - 1; (L x W x T) = 25.4 mm x 25.4 mm
Base material:
cracked concrete, 3000, fc' = 3,000 psi; h = 500.0 mm, Temp. short/long: 40/24 °C
Installation:
hammer drilled hole, Installation condition: Dry, Installation direction: vertical downward
Reinforcement:
tension: condition B, shear: condition B; no supplemental splitting reinforcement present
edge reinforcement: none or < No. 4 bar
Seismic loads (cat. C, D, E, or F)
CBFEM
no
- The anchor calculation is based on a component-based Finite Element Method (CBFEM)
Geometry [mm] & Loading [kN, kNm]
Input data and results must be checked for conformity with the existing conditions and for plausibility!
PROFIS Engineering ( c ) 2003-2022 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan
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1.1.1 Design results
Case
Description
1
Combination 1
Forces [kN] / Moments [kNm]
Seismic
Max. Util. Anchor [%]
N = 20.000; Vx = 45.000; Vy = 0.000;
Mx = 0.000; My = 0.000; Mz = 0.000;
Nsus = 0.000; Mx,sus = 0.000; My,sus = 0.000;
no
97
1.2 Load case/Resulting anchor forces
y
3
Anchor reactions [kN]
Tension force: (+Tension, -Compression)
Anchor
Tension force
Shear force
Shear force x
Shear force y
1
7.216
11.197
11.197
0.086
2
7.581
11.304
11.303
-0.162
3
7.212
11.197
11.197
-0.086
4
7.587
11.304
11.303
0.162
4
Compression
x
Tension
1
2
resulting tension force in (x/y)=(1.5/0.0):
29.596 [kN]
resulting compression force in (x/y)=(2.4/0.0): 9.764 [kN]
Anchor forces are calculated based on a component-based Finite Element Method (CBFEM)
1.3 Tension load
Capacity f Nn [kN] Utilization bN = Nua/f Nn
Load Nua [kN]
Status
Steel Strength*
7.587
114.725
7
OK
Bond Strength**
29.596
80.663
37
OK
N/A
N/A
N/A
N/A
29.596
70.415
43
OK
Sustained Tension Load Bond Strength*
Concrete Breakout Failure**
* highest loaded anchor
**anchor group (anchors in tension)
1.3.1 Steel Strength
Nsa = ESR value
f Nsa ³ Nua
refer to ICC-ES ESR-4372
ACI 318-08 Eq. (D-1)
Variables
2
2
Ase,N [mm ]
futa [N/mm ]
353
500.00
Calculations
Nsa [kN]
176.500
Results
Nsa [kN]
f steel
f Nsa [kN]
Nua [kN]
176.500
0.650
114.725
7.587
Input data and results must be checked for conformity with the existing conditions and for plausibility!
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Concrete - Apr 20, 2022
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20/04/2022
1.3.2 Bond Strength
Nag
=
(AA ) y
Na
Na0
ec1,Na
y ec2,Na y ed,Na y cp,Na Nba
ACI 318-11 Eq. (D-19)
f Nag ³ Nua
ANa
= see ACI 318-11, Part D.5.5.1, Fig. RD.5.5.1(b)
ANa0
= (2 cNa)
cNa
= 10 da
2
ACI 318-11 Table D.4.1.1
ACI 318-11 Eq. (D-20)
√
t uncr
1100
( )
ACI 318-11 Eq. (D-21)
1
y ec,Na =
'
1+
eN
cNa
£ 1.0
ACI 318-11 Eq. (D-23)
y cp,Na
(cc ) £ 1.0
c
c
= MAX(
,
1.0
c
c ) £
Nba
= l a · t k,c · p · da · hef
y ed,Na = 0.7 + 0.3
a,min
ACI 318-11 Eq. (D-25)
Na
a,min
Na
ac
ac
ACI 318-11 Eq. (D-27)
ACI 318-11 Eq. (D-22)
Variables
t k,c,uncr [N/mm ]
da [mm]
hef [mm]
ca,min [mm]
aoverhead
t k,c [N/mm ]
14.16
24.0
210.0
250.0
1.000
7.49
ec1,N [mm]
ec2,N [mm]
cac [mm]
la
1.5
0.0
312.4
1.000
2
2
Calculations
cNa [mm]
ANa [mm ]
ANa0 [mm ]
y ed,Na
326.4
481,926
426,149
0.930
y ec1,Na
y ec2,Na
y cp,Na
Nba [kN]
0.995
1.000
1.000
118.574
Nag [kN]
f bond
f Nag [kN]
Nua [kN]
124.097
0.650
80.663
29.596
2
2
Results
Input data and results must be checked for conformity with the existing conditions and for plausibility!
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Concrete - Apr 20, 2022
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1.3.3 Concrete Breakout Failure
Ncbg
=
(AA ) y
Nc
Nc0
ec,N
y ed,N y c,N y cp,N Nb
ACI 318-08 Eq. (D-5)
f Ncbg ³ Nua
ANc
see ACI 318-08, Part D.5.2.1, Fig. RD.5.2.1(b)
2
ANc0
= 9 hef
y ec,N =
(
1
'
1+
2 eN
3 hef
)
ACI 318-08 Eq. (D-6)
£ 1.0
ACI 318-08 Eq. (D-9)
y cp,N
c
(1.5h
) £ 1.0
c
1.5h
= MAX(
,
1.0
c
c ) £
Nb
= kc l
y ed,N = 0.7 + 0.3
a,min
ACI 318-08 Eq. (D-11)
ef
a,min
ac
ACI 318-08 Eq. (D-1)
ef
ACI 318-08 Eq. (D-13)
ac
√f'c h1.5
ef
ACI 318-08 Eq. (D-7)
Variables
hef [mm]
ec1,N [mm]
ec2,N [mm]
ca,min [mm]
y c,N
210.0
1.5
0.0
250.0
1.000
cac [mm]
kc
l
fc [psi]
312.4
17
1
3,000
'
Calculations
ANc [mm ]
ANc0 [mm ]
y ec1,N
y ec2,N
y ed,N
y cp,N
Nb [kN]
467,744
396,900
0.995
1.000
0.938
1.000
98.463
Ncbg [kN]
f concrete
f Ncbg [kN]
Nua [kN]
108.330
0.650
70.415
29.596
2
2
Results
Input data and results must be checked for conformity with the existing conditions and for plausibility!
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1.4 Shear load
Capacity f Vn [kN] Utilization bV = Vua/f Vn
Load Vua [kN]
Status
Steel Strength*
11.304
50.880
23
OK
Steel failure (with lever arm)*
11.304
13.667
83
OK
Pryout Strength (Concrete Breakout
Strength controls)**
45.000
152.397
30
OK
Concrete edge failure in direction x+**
45.001
63.149
72
OK
* highest loaded anchor
**anchor group (relevant anchors)
1.4.1 Steel Strength
Vsa
= ESR value
f Vsteel ³ Vua
refer to ICC-ES ESR-4372
ACI 318-08 Eq. (D-2)
Variables
Ase,V [mm ]
futa [N/mm ]
aV,seis
353
500.00
0.700
Vsa [kN]
f steel
f eb
f Vsa [kN]
Vua [kN]
106.000
0.600
0.800
50.880
11.304
2
2
Calculations
Vsa [kN]
106.000
Results
Input data and results must be checked for conformity with the existing conditions and for plausibility!
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1.4.2 Steel failure (with lever arm)
M
aM · M s
Lb
bending equation for stand-off
Vs
=
Ms
= Ms
0
Ms
= (1.2) (S) (fu,min)
(
0
N
1 - f ua
Nsa
)
(1 - fNN )
ua
resultant flexural resistance of anchor
sa
characteristic flexural resistance of anchor
reduction for tensile force acting simultaneously with a shear force on the anchor
3
Lb
p(d)
32
= z + (n)(d0)
f VM
s
³ Vua
S
=
elastic section modulus of anchor bolt at concrete surface
internal lever arm adjusted for spalling of the surface concrete
ACI 318-08 Eq. (D-2)
Variables
aM
fu,min [N/mm ]
Nua [kN]
f Nsa [kN]
z [mm]
n
d0 [mm]
2.00
500.00
7.587
114.725
34.0
0.500
24.0
Ms [kNm]
(1 - fNN )
Ms [kNm]
Lb [mm]
0.561
0.934
0.524
46.0
Vs [kN]
f steel
f VM
s [kN]
Vua [kN]
22.778
0.600
13.667
11.304
2
Calculations
0
ua
sa
Results
M
Input data and results must be checked for conformity with the existing conditions and for plausibility!
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1.4.3 Pryout Strength (Concrete Breakout Strength controls)
Vcpg
[(AA ) y
Nc
= kcp
Nc0
ec,N
y ed,N y c,N y cp,N Nb
]
f Vcpg ³ Vua
ANc
see ACI 318-08, Part D.5.2.1, Fig. RD.5.2.1(b)
2
ANc0
= 9 hef
y ec,N =
(
1
'
1+
2 eN
3 hef
)
£ 1.0
ACI 318-08 Eq. (D-9)
y cp,N
Nb
= kc l
a,min
ACI 318-08 Eq. (D-11)
ef
a,min
ac
ACI 318-08 Eq. (D-2)
ACI 318-08 Eq. (D-6)
c
(1.5h
) £ 1.0
c
1.5h
= MAX(
,
1.0
c
c ) £
y ed,N = 0.7 + 0.3
ACI 318-08 Eq. (D-31)
ef
ACI 318-08 Eq. (D-13)
ac
√f'c h1.5
ef
ACI 318-08 Eq. (D-7)
Variables
kcp
hef [mm]
ec1,N [mm]
ec2,N [mm]
ca,min [mm]
2
210.0
0.0
0.0
250.0
y c,N
cac [mm]
kc
l
fc [psi]
1.000
312.4
17
1
3,000
'
Calculations
ANc [mm ]
ANc0 [mm ]
y ec1,N
y ec2,N
y ed,N
y cp,N
Nb [kN]
467,744
396,900
1.000
1.000
0.938
1.000
98.463
Vcpg [kN]
f concrete
f Vcpg [kN]
Vua [kN]
217.710
0.700
152.397
45.000
2
2
Results
Input data and results must be checked for conformity with the existing conditions and for plausibility!
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1.4.4 Concrete edge failure in direction x+
Vcbg
=
(AA ) y
Vc
Vc0
ec,V
y ed,V y c,V y h,V y parallel,V Vb
f Vcbg ³ Vua
AVc
see ACI 318-08, Part D.6.2.1, Fig. RD.6.2.1(b)
2
AVc0
= 4.5 ca1
1
y ec,V =
( )
'
1+
ACI 318-08 Eq. (D-23)
ACI 318-08 Eq. (D-26)
c
(1.5c
) £ 1.0
ACI 318-08 Eq. (D-28)
a2
a1
√1.5ch ³ 1.0
l
= (7 ( ) √ d ) l
d
y h,V
a1
=
ACI 318-08 Eq. (D-2)
£ 1.0
2ev
3ca1
y ed,V = 0.7 + 0.3
ACI 318-08 Eq. (D-22)
ACI 318-08 Eq. (D-29)
a
0.2
e
Vb
a
a
√f'c c1.5
a1
ACI 318-08 Eq. (D-24)
Variables
ca1 [mm]
ca2 [mm]
ecV [mm]
y c,V
ha [mm]
250.0
-
0.0
1.000
500.0
le [mm]
l
da [mm]
fc [psi]
y parallel,V
192.0
1.000
24.0
3,000
1.000
'
Calculations
AVc [mm ]
AVc0 [mm ]
y ec,V
y ed,V
y h,V
Vb [kN]
327,000
281,250
1.000
1.000
1.000
77.591
Vcbg [kN]
f concrete
f Vcbg [kN]
Vua [kN]
90.212
0.700
63.149
45.001
2
2
Results
1.5 Combined tension and shear loads
z
bN
bV
z
Utilization bN,V [%]
Status
0.420
0.827
5/3
97
OK
z
bNV = bN + bV <= 1
Input data and results must be checked for conformity with the existing conditions and for plausibility!
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1.6 Warnings
• The anchor design methods in PROFIS Engineering require rigid anchor plates as per current regulations (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 base 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!
• Condition A applies where the potential concrete failure surfaces are crossed by supplementary reinforcement proportioned to tie the
potential concrete failure prism into the structural member. Condition B applies where such supplementary reinforcement is not provided, or
where pullout or pryout strength governs.
• ACI 318 does not specifically address anchor bending when a stand-off condition exists. PROFIS Engineering calculates a shear load
corresponding to anchor bending when stand-off exists and includes the results as a shear Design Strength!
• Design Strengths of adhesive anchor systems are influenced by the cleaning method. Refer to the INSTRUCTIONS FOR USE given in the
Evaluation Service Report for cleaning and installation instructions.
• The present version of the software does not account for special design provisions for overhead applications. Refer to related approval (e.g.
section 4.1.1 of the ICC-ESR 2322) for details.
• For additional information about ACI 318 strength design provisions, please go to
https://submittals.us.hilti.com/PROFISAnchorDesignGuide/
• The anchor design methods in PROFIS Engineering require rigid anchor plates, as per current regulations (AS 5216:2021, ETAG 001/Annex
C, EOTA TR029 etc.). This means that the anchor plate should be sufficiently rigid to prevent load re-distribution to the anchors due to
elastic/plastic displacements. The user accepts that the anchor plate is considered close to rigid by engineering judgment."
Input data and results must be checked for conformity with the existing conditions and for plausibility!
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1.7 Installation data
Anchor type and diameter: HVU2 + HAS-U 5.8 M24
Item number: 2223881 HAS-U 5.8 M24x300 (element) /
Profile: Square bars (AISC), 1 - 1; (L x W x T) = 25.4 mm x 25.4 mm
2164560 HVU2 M24x210 (capsule)
Hole diameter in the fixture: df = 26.0 mm
Maximum installation torque: 200 Nm
Plate thickness (input): 18.0 mm
Hole diameter in the base material: 28.0 mm
Hole depth in the base material: 210.0 mm
Drilling method: Hammer drilled
Cleaning: Compressed air cleaning of the drilled hole according to instructions
Minimum thickness of the base material: 270.0 mm
for use is required
Hilti HAS-U threaded rod with HVU2 capsule mortar with 210 mm embedment h_ef, M24, Steel galvanized, Hammer drilled installation per
ESR-4372
1.7.1 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
• HVA square drive shafts
• Torque wrench
y
100.0
39.0
100.0
100.0
4
122.0
3
100.0
2
39.0
1
x
39.0
122.0
39.0
Coordinates Anchor [mm]
Anchor
x
y
c-x
c+x
c-y
c+y
1
2
3
4
-61.0
61.0
-61.0
61.0
-61.0
-61.0
61.0
61.0
250.0
372.0
250.0
372.0
372.0
250.0
372.0
250.0
-
-
Input data and results must be checked for conformity with the existing conditions and for plausibility!
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Concrete - Apr 20, 2022
20/04/2022
2 Anchor plate design
2.1 Input data
Anchor plate:
Shape: Rectangular
lx x ly x t = 200.0 mm x 200.0 mm x 18.0 mm
Calculation: CBFEM
Material: ASTM A36; Fy = 248.21 N/mm²; εlim = 5.00%
Anchor type and size:
HVU2 + HAS-U 5.8 M24, hef = 210.0 mm
Anchor stiffness:
The anchor is modeled considering stiffness values determined from load displacement curves tested in an
independent laboratory. Please note that no simple replacement of the anchor is possible as the anchor
stiffness has a major impact on the load distribution results.
AISC and LRFD-based design using component-based FEM
eb = 25.0 mm (Stand-off with grouting); t = 18.0 mm
Design method:
Stand-off installation:
Profile:
1 - 1; (L x W x T x FT) = 25.4 mm x 25.4 mm x - x Material: ASTM A36; Fy = 248.21 N/mm²; εlim = 5.00%
Eccentricity x: 0.0 mm
Eccentricity y: 0.0 mm
Cracked concrete; 3000; fc,cyl = 20.68 N/mm²; h = 500.0 mm
Base material:
Welds (profile to anchor plate):
Mesh size:
Type of redistribution: Plastic
Material: E70xx
Number of elements on edge: 8
Min. size of element: 10.0 mm
Max. size of element: 50.0 mm
2.2 Summary
Description
1
Combination 1
Profile
Anchor plate
sEd [N/mm²]
ePl [%]
sEd [N/mm²]
ePl [%]
1,098.73
424.94
71.77
0.00
Hole bearing
[%]
7
Welds [%]
Concrete [%]
161
3
2.3 Anchor plate classification
Results below are displayed for the decisive load combinations: Combination 1
Anchor tension forces
Equivalent rigid anchor plate (CBFEM)
Anchor 1
Anchor 2
Anchor 3
Anchor 4
4.908 kN
5.092 kN
4.908 kN
5.092 kN
Component-based Finite Element Method
(CBFEM) anchor plate design
7.216 kN
7.581 kN
7.212 kN
7.587 kN
User accepted to consider the selected anchor plate as rigid by his/her engineering judgement. This means the anchor design guidelines can
be applied.
2.4 Profile/Stiffeners/Plate
Profile and stiffeners are verified at the level of the steel to concrete connection. The connection design does not replace the steel design for
critical cross sections, which should be performed outside of PROFIS Engineering.
2.4.1 Equivalent stress and plastic strain
Part
Plate
Profile
Load
combination
Combination 1
Combination 1
Material
fy [N/mm²]
elim [%]
sEd [N/mm²]
ePl [%]
Status
ASTM A36
ASTM A36
248.21
248.21
5.00
5.00
71.77
1,098.73
0.00
424.94
OK
NOT OK
Input data and results must be checked for conformity with the existing conditions and for plausibility!
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2.4.1.1 Equivalent stress
Results below are displayed for the decisive load combination: 1 - Combination 1
248.21 N/mm²
0.00 N/mm²
2.4.1.2 Plastic strain
Results below are displayed for the decisive load combination: 1 - Combination 1
5.00%
0.00%
2.4.2 Plate hole bearing resistance, AISC 360-16 Section J3
Decisive load combination: 1 - Combination 1
Input data and results must be checked for conformity with the existing conditions and for plausibility!
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Equations
Rn
= min(1.2 lc t Fu , 2.4 d t Fu)
FRn
= 0.75 Rn
V
≤
(AISC 360-16 J3-6a, c)
FRn
Variables
lc [mm]
26.0
96.0
26.0
96.0
Anchor 1
Anchor 2
Anchor 3
Anchor 4
t [mm]
18.0
18.0
18.0
18.0
Fu [N/mm²]
399.90
399.90
399.90
399.90
d [mm]
24.0
24.0
24.0
24.0
Rn [kN]
224.591
414.612
224.591
414.612
Results
FRn [kN]
V [kN]
11.197
11.304
11.197
11.304
Anchor 1
Anchor 2
Anchor 3
Anchor 4
Utilization [%]
7
4
7
4
168.444
310.959
168.444
310.959
Status
OK
OK
OK
OK
2.5 Welds
Profiles are modeled without taking the corner radius into account. Special rules for welding (e.g. for cold-formed profiles ...) are not taken into
account by the software.
2.5.1 Anchor plate to profile
Decisive load combination: 1 - Combination 1
Equations
Fnw
= 0.6 FEXX (1.0 + 0.5sin1.5 Q)
FRn
=
Utilization
=
F Fnw Aw
Fn
F Rn
Variables
Edge
Member 1-bfl 1
Member 1-bfl
Xu
E70xx
E70xx
Th [mm]
4.0
4.0
Ls [mm]
5.7
5.7
L [mm]
25.3
25.3
Lc [mm]
8.4
8.4
FEXX [N/mm²]
482.63
482.63
Q [°]
73.1
73.1
Aw [mm²]
34
34
Results
Edge
Member 1-bfl 1
Member 1-bfl
Fn [kN]
17.239
17.242
FRn [kN]
10.734
10.734
Utilization [%]
161
161
Status
NOT OK
NOT OK
2.6 Concrete
Decisive load combination: 1 - Combination 1
Input data and results must be checked for conformity with the existing conditions and for plausibility!
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2.6.1 Compression in concrete under the anchor plate
2.11 N/mm²
0.00 N/mm²
2.6.2 Concrete block compressive strength resistance check, AISC 360-16 Section J8
Equations
Fp
=
fp,max
=
s
=
Utilization
=
F fp,max
0.85 fc' √(
A2
A1
) ≤ 1.7 fc; √(
A2
A1
)≤2
N
A1
s
Fp
Variables
N [kN]
9.764
fc' [N/mm²]
20.68
Load combination
Combination 1
Fp [N/mm²]
22.86
F
0.65
A1 [mm²]
16,805
A2 [mm²]
356,330
Utilization [%]
3
Status
OK
Results
s [N/mm²]
0.58
Input data and results must be checked for conformity with the existing conditions and for plausibility!
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2.7 Symbol explanation
A1
A2
Aw
d
Loaded area of concrete
Supporting area
Effective area of weld critical element
Nominal diameter of the bolt
Limit plastic strain
elim
ePl
Plastic strain from CBFEM results
fc
fc'
FEXX
Fu
Fn
Fnw
Fp
fp,max
fy
lc
L
Lc
Ls
N
s
sEd
F
FRn
Rn
t
Concrete compressive strength
Concrete compressive strength
Electrode classification number, i.e. minimum specified tensile strength
Specified minimum tensile strength of the connected material
Force in weld critical element
Nominal stress of the weld material
Concrete block design bearing strength
Concrete block design bearing strength maximum
Yield strength
Clear distance, in the direction of the force, between the edge of the hole and the edge of the adjacent hole or
edge of the material
Length of weld
Length of weld critical element
Leg size of weld
Resulting compression force
Average stress in concrete
Equivalent stress
Resistance factor
Factored resistance
Q
Resistance
Thickness of the anchor plate
Angle of loading measured from the weld longitudinal axis
Th
V
Xu
Throat thickness of weld
Resultant of shear forces Vy, Vz in bolt.
Filler metal tensile strength
2.8 Warnings
●
By using the CBFEM calculation functionality of PROFIS Engineering you may act outside the applicable design codes and your specified
anchor plate may not behave rigid. Please, validate the results with a professional designer and/or structural engineer to ensure suitability
and adequacy for your specific jurisdiction and project requirements.
●
The anchor is modeled considering stiffness values determined from load displacement curves tested in an independent laboratory.
Please note that no simple replacement of the anchor is possible as the anchor stiffness has a major impact on the load distribution
results.
Input data and results must be checked for conformity with the existing conditions and for plausibility!
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3 Summary of results
Design of the anchor plate, anchors, welds and other elements are based on CBFEM (component based finite element method) and AISC.
Anchors
Anchor plate
Welds
Concrete
Profile
Load combination
Combination 1
Combination 1
Combination 1
Combination 1
Combination 1
Max. utilization
97%
29%
161%
3%
443%
Status
OK
OK
NOT OK
OK
NOT OK
Fastening does not meet the design criteria!
Input data and results must be checked for conformity with the existing conditions and for plausibility!
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4 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!
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