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11/1/2023
Specifier's comments:
1 Anchor Design
1.1 Input data
Anchor type and diameter:
HIT-RE 500 V4 + AM (8.8) M16
Return period (service life in years):
50
Item number:
407499 AM 8.8 M16x1000 (element) / 2287554
HIT-RE 500 V4 (adhesive)
Effective embedment depth:
hef,opti = 114.0 mm (hef,limit = 114.0 mm)
Material:
8.8
Evaluation Service Report:
ETA 20/0541
Issued I Valid:
6/9/2023 | -
Proof:
Design Method ETAG BOND (EOTA TR 029)
Stand-off installation:
Anchor plate
CBFEM
:
eb = 0.0 mm (no stand-off); t = 20.0 mm
lx x ly x t = 350.0 mm x 300.0 mm x 20.0 mm;
Profile:
Advance UKC, 203 x 203 x 46; (L x W x T x FT) = 203.2 mm x 203.6 mm x 7.2 mm x 11.0 mm
Base material:
cracked concrete, C40/50, fc,cube = 50.00 N/mm ; h = 150.0 mm, Temp. short/long: 30/40 °C
Installation:
hammer drilled hole, Installation condition: Dry
Reinforcement:
no reinforcement or reinforcement spacing >= 150 mm (any Ø) or >= 100 mm (Ø <= 10 mm)
2
no longitudinal edge reinforcement
CBFEM
- 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 ) 2003-2023 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan
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Hilti PROFIS Engineering 3.0.88
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11/1/2023
1.1.1 Load combination
Case
Description
Forces [kN] / Moments [kNm]
Seismic
Fire
Max. Util. Anchor [%]
1
Combination 1
N = -161.745; Vx = 14.254; Vy = 4.523;
Mx = 3.968; My = 11.914; Mz = 0.000;
Nsus = 0.000; Mx,sus = 0.000; My,sus = 0.000;
no
no
21
2
C-2
N = -82.925; Vx = 7.423; Vy = 20.989;
Mx = 18.722; My = 6.105; Mz = 0.000;
Nsus = 0.000; Mx,sus = 0.000; My,sus = 0.000;
no
no
100
1.2 Load case/Resulting anchor forces
y
Controlling load case: 2 C-2
3
4
Tension
Anchor reactions [kN]
Tension force: (+Tension, -Compression)
Anchor
Tension force
Shear force
Shear force x
Shear force y
1
-0.003
5.553
1.916
5.212
2
-0.004
5.400
1.797
5.093
3
32.459
5.610
1.888
5.283
4
22.133
5.700
1.823
5.401
x
1
2
Compression
resulting tension force in (x/y)=(-25.5/110.0):
54.585 [kN]
resulting compression force in (x/y)=(32.3/-91.6): 142.220 [kN]
Anchor forces are calculated based on a component-based Finite Element Method (CBFEM)
Input data and results must be checked for conformity with the existing conditions and for plausibility!
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1.3 Tension load (EOTA TR 029, Section 5.2.2)
Load [kN]
Capacity [kN]
Utilization bN [%]
Status
Steel Strength*
32.459
83.733
39
OK
Combined pullout-concrete cone failure**
54.592
54.763
100
OK
Concrete Breakout Failure**
54.592
64.322
85
OK
Splitting failure**
54.592
57.467
95
OK
* highest loaded anchor
**anchor group (anchors in tension)
1.3.1 Steel Strength
N
NSd £ NRd,s = Rk,s
gM,s
EOTA TR 029, Table 5.2.2.1
NRk,s [kN]
gM,s
NRd,s [kN]
NSd [kN]
125.600
1.500
83.733
32.459
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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11/1/2023
1.3.2 Combined pullout-concrete cone failure
N
NSd £ NRd,p = Rk,p
gM,p
0
NRk,p
= NRk,p ·
0
EOTA TR 029, Table 5.2.2.1
Ap,N
0
Ap,N
· y s,Np · y g,Np · y ec1,Np · y ec2,Np · y re,Np
NRk,p
= p · d · hef · t Rk
0
Ap,N
= scr, Np · scr,Np
EOTA TR 029, Eq. (5.2)
EOTA TR 029, Eq. (5.2a)
EOTA TR 029, Eq. (5.2b)
0.5
t Rk,ucr
= 20 · d ·
£ 3 · hef
7.5
s
= cr,Np
2
c
= 0.7 + 0.3 ·
1.00
ccr,Np £
(
scr,Np
ccr,Np
y s,Np
0
y g,Np
= y g,Np -
0
)
(s s )
cr,Np
0,5
EOTA TR 029, Eq. (5.2c)
EOTA TR 029, Eq. (5.2d)
EOTA TR 029, Eq. (5.2e)
· (y g,Np - 1) ³ 1.00
0
(k · √dh · t· f
Rk
y g,Np
= √n - (√n - 1) ·
y ec1,Np
1
1.00
2 · ec1,N £
1+
scr,Np
1
=
1.00
2 · ec2,N £
1+
scr,Np
h
= 0.5 + ef £ 1.00
200
ef
ck,cube
)
EOTA TR 029, Eq. (5.2f)
1,5
³ 1.00
EOTA TR 029, Eq. (5.2g)
=
y ec2,Np
y re,Np
2
0
EOTA TR 029, Eq. (5.2h)
EOTA TR 029, Eq. (5.2h)
EOTA TR 029, Eq. (5.2i)
2
2
Ap,N [mm ]
Ap,N [mm ]
t Rk,ucr,25 [N/mm ]
scr,Np [mm]
ccr,Np [mm]
cmin [mm]
209,304
116,964
14.00
342.0
171.0
∞
0
g,Np
y g,Np
1.011
yc
t Rk,cr [N/mm ]
k
1.072
9.11
2.300
1.096
ec1,N [mm]
y ec1,Np
ec2,N [mm]
y ec2,Np
y s,Np
y re,Np
25.5
0.870
0.0
1.000
1.000
1.000
0
2
y
NRk,p [kN]
NRk,p [kN]
gM,p
NRd,p [kN]
NSd [kN]
52.203
82.145
1.500
54.763
54.592
Group anchor ID
3, 4
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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11/1/2023
1.3.3 Concrete Breakout Failure
N
NSd £ NRd,c = Rk,c
gM,c
0
NRk,c
= NRk,c ·
0
EOTA TR 029, Table 5.2.2.1
Ac,N
0
Ac,N
· y s,N · y re,N · y ec1,N · y ec2,N
1,5
EOTA TR 029, Eq. (5.3)
NRk,c
= k1 · √fck,cube · hef
EOTA TR 029, Eq. (5.3a)
0
Ac,N
= scr,N · scr,N
EOTA TR 029, Eq. (5.3b)
y s,N
= 0.7 + 0.3 ·
y re,N
= 0.5 +
c
1.00
ccr,N £
EOTA TR 029, Eq. (5.3c)
hef
1.00
200 £
1
=
1.00
2 · ec1,N £
1+
scr,N
1
=
1.00
2 · ec2,N £
1+
scr,N
y ec1,N
y ec2,N
2
0
EOTA TR 029, Eq. (5.3d)
EOTA TR 029, Eq. (5.3e)
EOTA TR 029, Eq. (5.3e)
2
Ac,N [mm ]
Ac,N [mm ]
ccr,N [mm]
scr,N [mm]
209,304
116,964
171.0
342.0
ec1,N [mm]
y ec1,N
ec2,N [mm]
y ec2,N
y s,N
y re,N
25.5
0.870
0.0
1.000
1.000
1.000
gM,c
NRd,c [kN]
NSd [kN]
1.500
64.322
54.592
k1
7.200
0
NRk,c
[kN]
61.969
Group anchor ID
3, 4
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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11/1/2023
1.3.4 Splitting failure
N
NSd £ NRd,sp = Rk,sp
gM,sp
0
NRk,sp
EOTA TR 029, Table 5.2.2.1
= NRk,c ·
0
Ac,N
· y s,N · y re,N · y ec1,N · y ec2,N · y h,sp
0
Ac,N
1,5
EOTA TR 029, Eq. (5.4)
NRk,c
= k1 · √fck,cube · hef
EOTA TR 029, Eq. (5.3a)
0
Ac,N
= scr,sp · scr,sp
EOTA TR 029, Eq. (5.3b)
y s,N
= 0.7 + 0.3 ·
y ec1,N
=
y ec2,N
1+
(
1+
(
=
y h,sp
=
1 £ y h,sp
=
c
1.00
ccr,sp £
1
2 · ec1,N
scr,sp
1
2 · ec2,N
scr,sp
(hh )
EOTA TR 029, Eq. (5.3c)
)
£ 1.00
EOTA TR 029, Eq. (5.3e)
)
£ 1.00
EOTA TR 029, Eq. (5.3e)
2/3
EOTA TR 029, Eq. (5.4a)
min
(2 h· h )
2/3
ef
EOTA TR 029, Eq. (5.4b)
min
0
2
Ac,N [mm ]
Ac,N [mm ]
ccr,sp [mm]
scr,sp [mm]
y h,sp
396,253
258,877
254.4
508.8
1.000
ec1,N [mm]
y ec1,N
ec2,N [mm]
y ec2,N
y s,N
y re,N
k1
25.5
0.909
0.0
1.000
1.000
1.000
7.200
gM,sp
NRd,sp [kN]
NSd [kN]
1.500
57.467
54.592
2
0
NRk,c
[kN]
61.969
Group anchor ID
3, 4
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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11/1/2023
1.4 Shear load (EOTA TR 029, Section 5.2.3)
Steel Strength (without lever arm)*
Load [kN]
Capacity [kN]
Utilization bV [%]
Status
5.700
50.240
12
OK
Steel failure (with lever arm)*
Pryout Strength**
N/A
N/A
N/A
N/A
22.263
211.936
11
OK
N/A
N/A
N/A
N/A
Concrete edge failure in direction **
* highest loaded anchor
**anchor group (relevant anchors)
1.4.1 Steel Strength (without lever arm)
V
VSd £ VRd,s = Rk,s
gM,s
EOTA TR 029, Table 5.2.3.1
VRk,s [kN]
gM,s
VRd,s [kN]
VSd [kN]
62.800
1.250
50.240
5.700
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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11/1/2023
1.4.2 Pryout Strength (Bond Strength controls)
V
VSd £ VRd,cp = Rk,cp
gM,c,p
VRk,cp
= k · min (NRk,p; NRk,c)
A
0
NRk,p
= NRk,p · p,N
· y g,Np · y s,Np · y re,N · y ec1,Np · y ec2,Np
0
Ap,N
0
NRk,p
= p · d · hef · t Rk
0
Ap,N
= scr, Np · scr,Np
y s,Np
0
y g,Np
= y g,Np -
0
EOTA TR 029, Eq. (5.2)
EOTA TR 029, Eq. (5.2b)
(
ccr,Np
EOTA TR 029, Eq. (5.7), (5.7a)
EOTA TR 029, Eq. (5.2a)
0.5
t Rk,ucr
= 20 · d ·
£ 3 · hef
7.5
scr,Np
=
2
c
1.00
= 0.7 + 0.3 ·
ccr,Np £
scr,Np
EOTA TR 029, Table 5.2.3.1
)
(s s )
0,5
cr,Np
y g,Np
= √n - (√n - 1) ·
y ec1,Np
=
EOTA TR 029, Eq. (5.2c)
EOTA TR 029, Eq. (5.2d)
EOTA TR 029, Eq. (5.2e)
· (y g,Np - 1) ³ 1.00
0
(k · √dh · t· f
Rk
ef
ck,cube
)
EOTA TR 029, Eq. (5.2f)
1,5
³ 1.00
EOTA TR 029, Eq. (5.2g)
1
1.00
2 · ec1,V £
scr,Np
1
=
1.00
2 · ec2,V £
1+
scr,Np
h
= 0.5 + ef £ 1.00
200
EOTA TR 029, Eq. (5.2h)
1+
y ec2,Np
y re,Np
2
0
EOTA TR 029, Eq. (5.2h)
EOTA TR 029, Eq. (5.2i)
2
2
Ap,N [mm ]
Ap,N [mm ]
t Rk,ucr,25 [N/mm ]
ccr,Np [mm]
scr,Np [mm]
cmin [mm]
343,944
116,964
14.00
171.0
342.0
∞
0
g,Np
y g,Np
1.231
1.035
yc
t Rk,cr [N/mm ]
k
k-factor
1.072
9.11
2.300
2.000
ec1,V [mm]
y ec1,Np
ec2,V [mm]
y ec2,Np
y s,Np
y re,Np
0.0
1.000
0.0
1.000
1.000
1.000
NRk,p [kN]
NRk,p [kN]
gM,c,p
VRd,cp [kN]
VSd [kN]
52.203
158.952
1.500
211.936
22.263
0
2
y
Group anchor ID
1-4
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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11/1/2023
1.5 Combined tension and shear loads (EOTA TR 029, Section 5.2.4)
bN
bV
a
Utilization bN,V [%]
Status
0.997
0.113
1.000
93
OK
(bN + bV) / 1.2 £ 1.0
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!
• Checking the transfer of loads into the base material is required in accordance with EOTA TR 029, Section 7!
• Attention! In case of compressive anchor forces a buckling check as well as the proof of the local load transfer into and within the base
material (incl. punching) has to be done separately.
• The design is only valid if the clearance hole in the fixture is not larger than the value given in Table 4.1 of EOTA TR029! For larger
diameters of the clearance hole see Chapter 1.1. of EOTA TR029!
• 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.
• Characteristic bond resistances depend on short- and long-term temperatures.
• Edge reinforcement is not required to avoid splitting failure
• 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."
• The characteristic bond resistances depend on the return period (service life in years): 50
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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11/1/2023
1.7 Installation data
2
Anchor plate, steel: S 275; E = 210,000.00 N/mm ; fyk = 275.00 N/mm
Anchor type and diameter: HIT-RE 500 V4 + AM (8.8)
2
Profile: Advance UKC, 203 x 203 x 46; (L x W x T x FT) = 203.2 mm x 203.6
M16
Item number: 407499 AM 8.8 M16x1000 (element) /
mm x 7.2 mm x 11.0 mm
2287554 HIT-RE 500 V4 (adhesive)
Hole diameter in the fixture: df = 18.0 mm
Maximum installation torque: 80 Nm
Plate thickness (input): 20.0 mm
Hole diameter in the base material: 18.0 mm
Hole depth in the base material: 114.0 mm
Drilling method: Hammer drilled
Cleaning: Compressed air cleaning of the drilled hole according to instructions
Minimum thickness of the base material: 150.0 mm
for use is required
Hilti AM threaded rod with HIT-RE 500 V4 injection mortar with 114 mm embedment h_ef, M16, Steel galvanized, Hammer drilled installation
per ETA 20/0541
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
• Dispenser including cassette and mixer
• Torque wrench
y
175.0
4
220.0
150.0
3
40.0
175.0
150.0
x
2
40.0
1
40.0
270.0
40.0
Coordinates Anchor [mm]
Anchor
x
y
c-x
c+x
c-y
c+y
1
2
3
4
-135.0
135.0
-135.0
135.0
-110.0
-110.0
110.0
110.0
-
-
-
-
Input data and results must be checked for conformity with the existing conditions and for plausibility!
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11/1/2023
2 Anchor plate design
2.1 Input data
Anchor plate:
Shape: Rectangular
lx x ly x t = 350.0 mm x 300.0 mm x 20.0 mm
Calculation: CBFEM
Material: S 275; Fy = 275.00 N/mm²; εlim = 5.00%
Anchor type and size:
HIT-RE 500 V4 + AM (8.8) M16, hef = 114.0 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.
EN-based design using component-based FEM
eb = 0.0 mm (No stand-off); t = 20.0 mm
Design method:
Stand-off installation:
Profile:
203 x 203 x 46; (L x W x T x FT) = 203.2 mm x 203.6 mm x 7.2 mm x 11.0 mm
Material: S 275; Fy = 275.00 N/mm²; εlim = 5.00%
Eccentricity x: 0.0 mm
Eccentricity y: 0.0 mm
Cracked concrete; C40/50; fc,cyl = 40.00 N/mm²; h = 150.0 mm; E = 35,000.00 N/mm²; G = 14,583.33
N/mm²; v = 0.20
Type of redistribution: Plastic
Material: S 235
Number of elements on edge: 8
Min. size of element: 10.0 mm
Max. size of element: 50.0 mm
Base material:
Welds (profile to anchor plate):
Mesh size:
2.2 Summary
Description
1
2
Profile
Combination 1
C-2
Anchor plate
Concrete [%]
sEd [N/mm²]
ePl [%]
sEd [N/mm²]
ePl [%]
Hole bearing [%]
116.76
214.32
0.00
0.00
57.11
110.58
0.00
0.00
2
3
14
23
2.3 Anchor plate classification
Results below are displayed for the decisive load combinations: C-2
Anchor tension forces
Equivalent rigid anchor plate (CBFEM)
Anchor 1
Anchor 2
Anchor 3
Anchor 4
-0.002 kN
-0.004 kN
25.168 kN
18.792 kN
Component-based Finite Element Method
(CBFEM) anchor plate design
-0.003 kN
-0.004 kN
32.459 kN
22.133 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
Limit state criteria as per EN1993-1-5 Annex C.8, (1) 2.
Results
Part
Plate
Profile
Load
combination
C-2
C-2
Material
sEd [N/mm²]
ePl [%]
fy [N/mm²]
gM0
S 275
S 275
110.58
214.32
0.00
0.00
275.00
275.00
1.00
1.00
fy/gM0
[N/mm²]
275.00
275.00
elim [%]
Status
5.00
5.00
OK
OK
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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Address:
Phone I Fax:
Design:
Fastening point:
Part
Profile
Profile
Load
combination
C-2
C-2
12
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Specifier:
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Concrete - Nov 1, 2023
Material
sEd [N/mm²]
ePl [%]
fy [N/mm²]
gM0
S 275
S 275
176.74
40.43
0.00
0.00
275.00
275.00
1.00
1.00
11/1/2023
fy/gM0
[N/mm²]
275.00
275.00
elim [%]
Status
5.00
5.00
OK
OK
2.4.1.1 Equivalent stress
Results below are displayed for the decisive load combination: 2 - C-2
275.00 N/mm²
0.00 N/mm²
Input data and results must be checked for conformity with the existing conditions and for plausibility!
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Fastening point:
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2.4.1.2 Plastic strain
Results below are displayed for the decisive load combination: 2 - C-2
5.00%
0.00%
2.4.2 Hole bearing
Decisive load combination: 2 - C-2
Plate hole bearing resistance, EN1993-1 - 8 section 3.6.1:
Equations
k1 ab fu d t
Fb,Rd
=
Utilization
VEd
=
Fb,Rd
gM2
Variables
Anchor 1
Anchor 2
Anchor 3
Anchor 4
k1
2.50
2.50
2.50
2.50
ab
0.79
0.79
1.00
1.00
fu [N/mm²]
430.00
430.00
430.00
430.00
d [mm]
16.0
16.0
16.0
16.0
t [mm]
20.0
20.0
20.0
20.0
gM2
1.25
1.25
1.25
1.25
Results
Anchor 1
Anchor 2
Anchor 3
Anchor 4
VEd [kN]
5.553
5.401
5.610
5.700
Fb,Rd [kN]
217.184
216.163
275.200
275.200
Utilization [%]
3
3
3
3
Status
OK
OK
OK
OK
Input data and results must be checked for conformity with the existing conditions and for plausibility!
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Fastening point:
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2.5 Concrete
Decisive load combination: 2 - C-2
According to EN1992-1-1 section 6.7(4), the concrete should have sufficient reinforcement to take into account the tensile forces that develop
due to the fixture attachment. The definition of the reinforcement in the concrete is out of scope of PROFIS Engineering.
2.5.1 Compression in concrete under the anchor plate
9.63 N/mm²
0.00 N/mm²
2.5.2 Verification of compression in concrete under the anchor plate around the profile as per EN1992-1 section 6.7 and EN1993-1-8,
section 6.2.5
Equations
bj kj acc fck
gc
fjd
=
s
N
= A
eff
Utilization
=
s
fjd
Variables
N [kN]
142.220
Aeff [mm²]
12,858
bj
0.67
acc
kj
2.71
1.00
gc
fck [N/mm²]
40.00
1.50
Results
s [N/mm²]
11.06
fjd [N/mm²]
48.50
Utilization [%]
23
Status
OK
Input data and results must be checked for conformity with the existing conditions and for plausibility!
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2.6 Symbol explanation
ab
Factor
Long-term effects on maximum strength of concrete
acc
Aeff
Effective area
Joint coefficient βj
bj
d
Nominal diameter of the bolt
Limit plastic strain
elim
ePl
Plastic strain from CBFEM results
Fb,Rd
fck
fjd
fu
fy
gc
gM0
gM2
Plate bearing resistance EN 1993-1-8 tab. 3.4
Characteristic compressive concrete strength
The ultimate bearing strength of the concrete block
Ultimate strength
Yield strength
Service factor - SP 16, Table 41
Steel safety factor gamma M0
Steel safety factor gamma M2
k1
kj
N
Factor for edge distance and bolt spacing perpendicular to the direction of load transfer - EN 1993-1-8 - Table 3.4
Concentration factor
Resulting compression force
Average stress in concrete
s
sEd
Equivalent stress
t
VEd
Thickness of the anchor plate
Anchor shear force
2.7 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, anchor, welds and other elements are based on CBFEM (component based finite element method) and Eurocode
regulations.
Anchors
Anchor plate
Concrete
Profile
Load combination
C-2
C-2
C-2
C-2
Max. utilization
100%
41%
23%
78%
Status
OK
OK
OK
OK
Fastening meets the design criteria!
Input data and results must be checked for conformity with the existing conditions and for plausibility!
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Fastening point:
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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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