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Concrete - 28 Feb 2025 (2)
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28/02/2025
Specifier's comments: Hilti HAS-U 8.8 threaded rod with HIT-RE 500 V4 injection mortar with 120 mm embedment hef, M12, Steel
galvanized, Hammer drilling installation per ETA 20/0541, with annular gaps filled with Hilti Filling Set or any suitable gap solutions
1 Input data
Anchor type and size:
HIT-RE 500 V4 + HIT-V (8.8) M12
Return period (service life in years):
50
Item number:
2218553 HIT-V-8.8 M12x170 (insert) / 2287553
HIT-RE 500 V4 (mortar)
Hilti Filling Set or any suitable annular gap filling solution
Specification text:
Hilti HAS-U 8.8 threaded rod with HIT-RE 500
V4 injection mortar with 120 mm embedment
hef, M12, Steel galvanized, Hammer drilling
installation per ETA 20/0541, with annular gaps
filled with Hilti Filling Set or any suitable gap
solutions
Effective embedment depth:
hef,act = 120.0 mm (hef,limit = - mm)
Material:
8.8
Approval No.:
ETA 20/0541
Issued I Valid:
09/06/2023 | -
Proof:
Design Method EN 1992-4, Chemical+ Seismic (Section 9, Annex C)
Seismic performance category:
C2
Seismic proof type:
9.2(3) a1) capacity design
Seismic load percentage <=20%:
no
Required DLS displacements:
Tension load dN,req(DLS) = 0.200 mm, Shear load dV,req(DLS) = 1.900 mm
Stand-off installation:
eb = 0.0 mm (no stand-off); t = 10.0 mm
Baseplate :
lx x ly x t = 200.0 mm x 200.0 mm x 10.0 mm; (Recommended plate thickness: not calculated)
Profile:
no profile
Base material:
cracked concrete, M 25, fc,cyl = 20.00 N/mm ; h =225.0 mm, Temp. short/long: 40/24 °C, User-defined
partial material safety factor gc = 1.500
Installation:
Hammer drilled hole, Installation condition: Dry
Reinforcement:
No reinforcement or 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]
Reinforcement to control splitting acc. to EN 1992-4, 7.2.1.7 (2) b) 2) present
R
- The anchor calculation is based on a rigid baseplate assumption.
Input data and results must be checked for conformity with the existing conditions and for plausibility!
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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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Concrete - 28 Feb 2025 (2)
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28/02/2025
1.1 Load combination
Case
1
Description
Combination 1
Forces [kN] / Moments [kNm]
Seismic
Fire
Max. Util. Anchor [%]
N = 10.000; Vx = 10.000; Vy = 19.000;
Mx = 0.000; My = 0.000; Mz = 0.000;
Nsus = 0.000; Mx,sus = 0.000; My,sus = 0.000;
C2
no
72
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
2.500
5.368
2.500
4.750
2
2.500
5.368
2.500
4.750
3
2.500
5.368
2.500
4.750
4
2.500
5.368
2.500
4.750
Max. concrete compressive strain:
Max. concrete compressive stress:
- [‰]
4
x
Tension
1
2
2
- [N/mm ]
Resulting tension force in (x/y)=(0.0/0.0): 10.000 [kN]
Resulting compression force in (x/y)=(-/-): 0.000 [kN]
Anchor forces are calculated based on the assumption of a rigid baseplate.
Input data and results must be checked for conformity with the existing conditions and for plausibility!
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28/02/2025
3 Tension load (EN 1992-4, Section 7.2.1, Annex C, Section C.5)
Load [kN]
Capacity [kN]
Utilization bN [%]
Status
Steel failure*
2.500
44.933
6
OK
Combined pullout-concrete cone failure**
10.000
22.387
45
OK
Concrete Breakout failure**
10.000
40.237
25
OK
Splitting failure**
N/A
N/A
N/A
N/A
* highest loaded anchor
**anchor group (anchors in tension)
3.1 Steel failure
NEd,eq £ NRd,s,eq =
NRk,s,eq
gMs,eq
EN 1992-4, Table 7.1, Annex C, Section C.5
0
= agap · aeq · NRk,s,eq
NRk,s,eq
NRd,s,eq,reduced
0
d
= NRd,s,eq · N,req(DLS)
d N,eq(DLS)
EN 1992-4, Eq. (C.8)
EN 1992-4, Eq. (C.11a)
NRk,s,eq [kN]
agap
aeq
NRk,s,eq [kN]
67.400
1.000
1.000
67.400
gMs,eq
NRd,s,eq [kN]
NEd,eq [kN]
dN,req(DLS) [mm]
dN,eq(DLS) [mm]
NRd,s,eq,reduced [kN]
1.500
44.933
2.500
0.200
0.200
44.933
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
NEd,eq £ NRd,p,eq =
NRk,p,eq
gMp,eq
EN 1992-4, Table 7.1, Annex C, Section C.5
Ap,N
0
· y g,Np · y s,Np · y re,Np · y ec1,Np · y ec2,Np
NRk,p,eq
= agap · aeq · NRk,p ·
NRd,p,eq,reduced
= NRd,p,eq ·
0
NRk,p
y sus
= y sus · t Rk,eq · 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
EN 1992-4, Eq. (7.15)
= y g,Np -
EN 1992-4, Eq. (7.13), Eq. (C.8)
dN,req(DLS)
d N,eq(DLS)
EN 1992-4, Eq. (C.11a)
0,5
0
y g,Np
0
Ap,N
( s s ) · (y
cr,Np
0
g,Np - 1
) ³ 1.00
EN 1992-4, Eq. (7.17)
1,5
0
y g,Np
= √n - (√n - 1) ·
(tt ) ³ 1.00
Rk,eq
EN 1992-4, Eq. (7.18)
Rk,c
k3
· √hef · fck
p·d
c
1.00
= 0.7 + 0.3 ·
ccr,Np £
1
1.00
=
2 · ec1,N £
1+
scr,Np
1
=
1.00
2 · ec2,N £
1+
scr,Np
t Rk,c
EN 1992-4, Eq. (7.19)
=
y s,Np
y ec1,Np
y ec2,Np
2
EN 1992-4, Eq. (7.20)
(
)
EN 1992-4, Eq. (7.21)
(
)
EN 1992-4, Eq. (7.21)
0
2
2
2
Ap,N [mm ]
Ap,N [mm ]
t Rk,ucr,20 [N/mm ]
scr,Np [mm]
ccr,Np [mm]
cmin [mm]
fc,cyl [N/mm ]
230,400
129,600
18.00
360.0
180.0
∞
20.00
y g,Np
1.328
y c,eq
t Rk,eq [N/mm ]
k3
t Rk,c [N/mm ]
0
y g,Np
1.000
3.70
7.700
10.01
1.775
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
1.000
1.000
2
2
y sus
0
asus
y sus
0.880
0.000
1.000
NRk,p [kN]
agap
aeq
NRk,p,eq [kN]
16.738
1.000
0.850
33.580
gMp,eq
NRd,p,eq [kN]
NEd,eq [kN]
dN,req(DLS) [mm]
dN,eq(DLS) [mm]
NRd,p,eq,reduced [kN]
1.500
22.387
10.000
0.200
0.200
22.387
0
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
NEd,eq £ NRd,c,eq =
NRk,c,eq
gMc,eq
EN 1992-4, Table 7.1, Annex C, Section C.5
0
NRk,c,eq
= agap · aeq · NRk,c ·
NRd,c,eq,reduced
= NRd,c,eq ·
0
NRk,c
0
Ac,N
= k1 · √
Ac,N
0
Ac,N
· y s,N · y re,N · y ec1,N · y ec2,N · y M,N
EN 1992-4, Eq. (7.1), Eq. (C.8)
dN,req(DLS)
d N,eq(DLS)
EN 1992-4, Eq. (C.11a)
1,5
fck · hef
EN 1992-4, Eq. (7.2)
= scr,N · scr,N
y s,N
= 0.7 + 0.3 ·
y ec1,N
=
y ec2,N
1+
(
1+
(
=
y M,N
EN 1992-4, Eq. (7.3)
c
1.00
ccr,N £
1
1.00
2 · eN,1 £
scr,N
1
1.00
2 · eN,2 £
scr,N
EN 1992-4, Eq. (7.4)
)
EN 1992-4, Eq. (7.6)
)
EN 1992-4, Eq. (7.6)
=1
2
EN 1992-4, Eq. (7.7)
0
2
2
Ac,N [mm ]
Ac,N [mm ]
ccr,N [mm]
scr,N [mm]
fc,cyl [N/mm ]
230,400
129,600
180.0
360.0
20.00
ec1,N [mm]
y ec1,N
ec2,N [mm]
y ec2,N
y s,N
y re,N
z [mm]
0.0
1.000
0.0
1.000
1.000
1.000
0.0
y M,N
k1
0
NRk,c [kN]
agap
aeq
NRk,c,eq [kN]
1.000
7.700
45.267
1.000
0.750
60.355
gMc,eq
NRd,c,eq [kN]
NEd,eq [kN]
dN,req(DLS) [mm]
dN,eq(DLS) [mm]
NRd,c,eq,reduced [kN]
1.500
40.237
10.000
0.200
0.200
40.237
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, Annex C, Section C.5)
Load [kN]
Capacity [kN]
Utilization bV [%]
Status
Steel failure (without lever arm)*
5.368
16.320
33
OK
Steel failure (with lever arm)*
N/A
N/A
N/A
N/A
Pryout failure**
21.471
80.474
27
OK
Concrete edge failure in direction **
N/A
N/A
N/A
N/A
* highest loaded anchor **anchor group (relevant anchors)
When the input edge distance is set to "infinity", edge breakout verification is not performed in that direction
4.1 Steel failure (without lever arm)
VEd,eq £ VRd,s,eq =
VRk,s,eq
gMs,V,eq
EN 1992-4, Table 7.2, Annex C, Section C.5
0
VRk,s,eq
VRd,s,eq,reduced
0
= agap · aeq · k7 · VRk,s,eq
d
= VRd,s,eq · V,req(DLS)
d V,eq(DLS)
EN 1992-4, Eq. (7.35), Eq. (C.8)
EN 1992-4, Eq. (C.11b)
VRk,s,eq [kN]
k7
agap
aeq
VRk,s,eq [kN]
24.000
1.000
1.000
0.850
20.400
gMs
VRd,s,eq [kN]
VEd,eq [kN]
dV,req(DLS) [mm]
dV,eq(DLS) [mm]
VRd,s,eq,reduced [kN]
1.250
16.320
5.368
1.900
1.900
16.320
Input data and results must be checked for conformity with the existing conditions and for plausibility!
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4.2 Pryout failure (concrete cone relevant)
VRk,cp,eq
gMc,p,eq
= agap · aeq · k8 · min {NRk,c; NRk,p}
d
= VRd,cp,eq · V,req(DLS)
d V,eq(DLS)
A
0
= NRk,c · c,N
· y s,N · y re,N · y ec1,N · y ec2,N · y M,N
0
Ac,N
VEd,eq £ VRd,cp,eq =
EN 1992-4, Table 7.2, Annex C, Section C.5
VRk,cp,eq
EN 1992-4, Eq. (7.39c), Eq. (C.8)
VRd,cp,eq,reduced
NRk,c
0
EN 1992-4, Eq. (C.11b)
EN 1992-4, Eq. (7.1)
1,5
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 · 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
2
EN 1992-4, Eq. (7.7)
0
2
2
Ac,N [mm ]
Ac,N [mm ]
ccr,N [mm]
scr,N [mm]
k8
fc,cyl [N/mm ]
230,400
129,600
180.0
360.0
2.000
20.00
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
0
NRk,c [kN]
agap
aeq
0
VRk,cp,eq [kN]
VRk,cp,eq [kN]
7.700
45.267
1.000
0.750
160.948
120.711
gMc,eq
VRd,cp,eq [kN]
VEd,eq [kN]
dV,req(DLS) [mm]
dV,eq(DLS) [mm]
VRd,cp,eq,reduced [kN]
1.500
80.474
21.471
1.900
1.900
80.474
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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5 Combined tension and shear loads (EN 1992-4, Section 7.2.3 Annex C, Section C.5 (3))
Steel failure
k15
bN
bV
k15
Utilization bN,V [%]
Status
0.056
0.329
1.000
39
OK
k15
bN + b V
£ 1.0
Concrete failure
k15
bN
bV
k15
Utilization bN,V [%]
Status
0.447
0.267
1.000
72
OK
k15
bN + b V
£ 1.0
6 Warnings
• The anchor design methods in PROFIS Engineering require rigid baseplates 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 baseplate are not considered - the
baseplate is assumed to be sufficiently stiff, in order not to be deformed when subjected to the design loading. PROFIS Engineering
calculates the minimum required baseplate thickness with CBFEM to limit the stress of the baseplate based on the assumptions explained
above. The proof if the rigid baseplate 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!
• The equations presented in this report are based on metric units. When inputs are displayed in imperial units, the user should be aware that
the equations remain in their metric format.
• Check your national regulations for proper selection of the seismic performance category!
• 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.
• Please note that this design utilizes user defined material safety factor values that differ from the default values recommended in EN1992-4.
Partial Safety factor value: gc = 1.500
• Characteristic bond resistances depend on short- and long-term temperatures.
• Please contact Hilti to check feasibility of HIT-V rod supply.
• Edge reinforcement is not required to avoid splitting failure
• Design is only valid if hole is filled to remove clearance, clearance as per EN 1992-4 Table 6.1
• Load transfer from supplementary reinforcement to the structural member shall be verified by the responsible structural engineer.
• With supplementary reinforcement and post-installed anchors, please ensure that in the jobsite the rebars are not drilled through.
• 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!
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7 Installation data
2
Baseplate, steel: E 165 (Fe 290); E = 200,000.00 N/mm ; fyk = 165.00 N/mm
2
Profile: no profile
Anchor type and size: HIT-RE 500 V4 + HIT-V (8.8) M12
Item number: 2218553 HIT-V-8.8 M12x170 (insert) /
2287553 HIT-RE 500 V4 (mortar)
Hole diameter in the fixture: df = 14.0 mm
Maximum installation torque: 40 Nm
Plate thickness (input): 10.0 mm
Hole diameter in the base material: 14.0 mm
Recommended plate thickness: not calculated
Hole depth in the base material: 120.0 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 HAS-U 8.8 threaded rod with HIT-RE 500 V4 injection mortar with 120 mm embedment hef, M12, Steel galvanized, Hammer drilling
installation per ETA 20/0541, with annular gaps filled with Hilti Filling Set or any suitable gap solutions
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
100.0
40.0
100.0
100.0
4
120.0
3
100.0
2
40.0
1
x
40.0
120.0
40.0
Coordinates Anchor [mm]
Anchor
x
y
c-x
c+x
c-y
c+y
1
2
3
4
-60.0
60.0
-60.0
60.0
-60.0
-60.0
60.0
60.0
-
-
-
-
Input data and results must be checked for conformity with the existing conditions and for plausibility!
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8 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 ) 2003-2025 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan
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