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Specifier's comments:
1 Input data
Anchor type and diameter:
HSL4-G M12_hef2
Return period (service life in years):
50
Item number:
2237442 HSL4-G M12 d18x172 50/25/-
Specification text:
Hilti HSL4-G expansion anchor with 105 mm
embedment, M12hef2, Steel galvanized,
installation per ETA-19/0556,
Effective embedment depth:
hef = 105.0 mm
Material:
8.8
Evaluation Service Report:
ETA-19/0556
Issued I Valid:
02/08/2023 | -
Proof:
Design Method ETAG (No. 001 Annex C/2010)
Stand-off installation:
eb = 0.0 mm (no stand-off); t = 9.5 mm
Ledger Angle :
L1 x L2 x tL1 x tL2 x l = 190.0 mm x 50.0 mm x 9.5 mm x 9.5 mm x 100.0 mm;
Load Point Height:
hpl = 95.0 mm
Base material:
cracked concrete, M 40, fc,cube = 40.00 N/mm ; h =400.0 mm
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
no longitudinal edge reinforcement
Reinforcement to control splitting according to ETAG 001, Annex C, 5.2.2.6 present.
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
1
Description
Combination 1
Forces [kN] / Moments [kNm]
Seismic
Fire
Max. Util. Anchor [%]
N = 4.200; Vx = 0.000; Vy = 2.000;
Mx = 0.000; My = 0.000; Mz = 0.000;
no
no
45
2 Load case/Resulting anchor forces
Compression
Anchor reactions [kN]
Tension force: (+Tension, -Compression)
y
Anchor
Tension force
Shear force
Shear force x
Shear force y
1
9.015
2.000
0.000
2.000
Max. concrete compressive strain:
Max. concrete compressive stress:
0.33 [‰]
2
1
x
Tension
10.02 [N/mm ]
Resulting tension force in (x/y)=(0.0/0.0):
9.015 [kN]
Resulting compression force in (x/y)=(0.0/21.8): 4.815 [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!
PROFIS Engineering ( c ) 2003-2025 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan
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3 Tension load (ETAG, Annex C, Section 5.2.2)
Load [kN]
Capacity [kN]
Utilization bN [%]
Status
Steel Strength*
9.015
44.933
21
OK
Pullout Strength*
9.015
20.239
45
OK
Concrete Breakout Failure**
9.015
32.663
28
OK
Splitting failure**
N/A
N/A
N/A
N/A
* highest loaded anchor
**anchor group (anchors in tension)
3.1 Steel Strength
NSd £ NRd,s =
NRk,s
gMs
ETAG 001 Annex C, Table 5.2.2.1
NRk,s [kN]
gMs
NRd,s [kN]
NSd [kN]
67.400
1.500
44.933
9.015
3.2 Pullout Strength
NSd £ NRd,p =
y c · NRk,p
gMp
ETAG 001 Annex C, Table 5.2.2.1
NRk,p [kN]
yc
g Mp
NRd,p [kN]
NSd [kN]
24.000
1.265
1.500
20.239
9.015
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
NSd £ NRd,c =
NRk,c
gMc
0
NRk,c
= NRk,c ·
0
ETAG 001 Annex C, Table 5.2.2.1
Ac,N
0
Ac,N
· y s,N · y re,N · y ec1,N · y ec2,N
1,5
ETAG 001 Annex C, Eq. (5.2)
NRk,c
= k1 · √fck,cube · hef
ETAG 001 Annex C, Eq. (5.2a)
0
Ac,N
= scr,N · scr,N
ETAG 001 Annex C, Eq. (5.2b)
y s,N
= 0.7 + 0.3 ·
y re,N
= 0.5 +
c
1.00
ccr,N £
ETAG 001 Annex C, Eq. (5.2c)
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
ETAG 001 Annex C, Eq. (5.2d)
ETAG 001 Annex C, Eq. (5.2e)
ETAG 001 Annex C, Eq. (5.2e)
2
Ac,N [mm ]
Ac,N [mm ]
ccr,N [mm]
scr,N [mm]
99,225
99,225
157.5
315.0
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
k1
0
NRk,c [kN]
gMc
NRd,c [kN]
NSd [kN]
7.200
48.994
1.500
32.663
9.015
Group anchor ID
1
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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4 Shear load (ETAG, Annex C, Section 5.2.3)
Load [kN]
Capacity [kN]
Utilization bV [%]
Status
Steel Strength (without lever arm)*
2.000
47.440
5
OK
Steel failure (with lever arm)*
N/A
N/A
N/A
N/A
Pryout Strength**
2.000
88.190
3
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 Strength (without lever arm)
VSd £ VRd,s =
VRk,s
gMs
ETAG 001 Annex C, Table 5.2.3.1
VRk,s [kN]
gMs
VRd,s [kN]
VSd [kN]
59.300
1.250
47.440
2.000
4.2 Pryout Strength
VRk,cp
gMc,p
= k · NRk,c
A
0
= NRk,c · 0c,N · y s,N · y re,N · y ec1,N · y ec2,N
Ac,N
VSd £ VRd,cp =
ETAG 001 Annex C, Table 5.2.3.1
VRk,cp
ETAG 001 Annex C, Eq. (5.6)
NRk,c
0
1,5
ETAG 001 Annex C, Eq. (5.2)
NRk,c
= k1 · √fck,cube · hef
ETAG 001 Annex C, Eq. (5.2a)
0
Ac,N
= scr,N · scr,N
ETAG 001 Annex C, Eq. (5.2b)
y s,N
= 0.7 + 0.3 ·
y re,N
= 0.5 +
c
1.00
ccr,N £
ETAG 001 Annex C, Eq. (5.2c)
hef
1.00
200 £
1
1.00
=
2 · ec1,V £
1+
scr,N
1
=
1.00
2 · ec2,V £
1+
scr,N
y ec1,N
y ec2,N
2
0
ETAG 001 Annex C, Eq. (5.2d)
ETAG 001 Annex C, Eq. (5.2e)
ETAG 001 Annex C, Eq. (5.2e)
2
Ac,N [mm ]
Ac,N [mm ]
ccr,N [mm]
scr,N [mm]
k-factor
99,225
99,225
157.5
315.0
2.700
ec1,V [mm]
y ec1,N
ec2,V [mm]
y ec2,N
y s,N
y re,N
0.0
1.000
0.0
1.000
1.000
1.000
NRk,c [kN]
gMc,p
VRd,cp [kN]
VSd [kN]
48.994
1.500
88.190
2.000
0
Group anchor ID
1
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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5 Combined tension and shear loads (ETAG, Annex C, Section 5.2.4)
a
bN
bV
a
Utilization bN,V [%]
Status
0.445
0.042
1.500
31
OK
a
bN + bV £ 1.0
6 Displacements (highest loaded anchor)
Short term loading:
NSk
=
6.678 [kN]
dN
=
0.3928 [mm]
VSk
=
1.481 [kN]
dV
=
0.2622 [mm]
dNV
=
0.4723 [mm]
Long term loading:
NSk
=
6.678 [kN]
dN
=
0.7202 [mm]
VSk
=
1.481 [kN]
dV
=
0.3933 [mm]
dNV
=
0.8206 [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!
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!
• 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.
• Checking the transfer of loads into the base material is required in accordance with ETAG 001, Annex C(2010)Section 7! The software
considers that the grout is installed under the anchor plate without creating air voids and before application of the loads.
• The design is only valid if the clearance hole in the fixture is not larger than the value given in Table 4.1 of ETAG 001, Annex C! For larger
diameters of the clearance hole see Chapter 1.1. of ETAG 001, Annex C!
• 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.
• 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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8 Anchor plate stress check
Scope: For the loads / load combinations applied on the anchor plate, an anchor plate stress check is performed (based on the results of a FE
calculation). This stress check contains normal stresses resulting from bending moments in two directions. The user is responsible to select
an anchor plate thickness that meets the requirement per guideline for a rigid anchor plate (to ensure that the assumed load distribution is
correct). A detailed description can be found in Mallée.
(1)
(1)
Mallée, R.; Riemann, H. (1990): Ankerplattenbefestigungen mit Hinterschnittdübeln,
Bauingenieur 65 (1990), S. 49 - 57, Springer VDI-Verlag, 1990
Mallée, R.; Burkhardt, F. (1999): Befestigungen von Ankerplatten mit Dübeln, Beton und
Stahlbetonbau 94, Heft 12, S. 502 - 511, Ernst & Sohn Verlag, 1999
8.1 Base material properties
Steel type:
GRP
Yield stress:
fy = 150.00 [N/mm ]
2
Partial safety factor: gMs = 1.100
2
Ultimate strength:
fu = 250.00 [N/mm ]
Young's modulus:
Es = 250,000.00 [N/mm ]
Poisson ratio:
n = 0.3
2
8.2 Results
Relevant load combination: LC 01
Stress distribution s 11
2
57.76 [N/mm ]
2
-38.87 [N/mm ]
Input data and results must be checked for conformity with the existing conditions and for plausibility!
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Stress distribution s 22
2
17.71 [N/mm ]
2
-136.36 [N/mm ]
Input data and results must be checked for conformity with the existing conditions and for plausibility!
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Deformations (z-direction)
0.0 [mm]
-0.0 [mm]
Input data and results must be checked for conformity with the existing conditions and for plausibility!
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9 Installation data
Ledger Angle: L1 x L2 x tL1 x tL2 x l = 190.0 mm x 50.0 mm x 9.5 mm x 9.5 mm x
2
100.0 mm; Steel: GRP; E = 250,000.00 N/mm ; fyk = 150.00 N/mm
2
Anchor type and diameter: HSL4-G M12_hef2
Hole diameter in the fixture: df = 20.0 mm
Item number: 2237442 HSL4-G M12 d18x172 50/25/-
Plate thickness (input): 9.5 mm
Maximum installation torque: 60 Nm
Recommended plate thickness: 8.0 mm
Hole diameter in the base material: 18.0 mm
Drilling method: Hammer drilled
Hole depth in the base material: 130.0 mm
Cleaning: Manual cleaning of the drilled hole according to instructions for use is Minimum thickness of the base material: 225.0 mm
required.
Hilti HSL4-G expansion anchor with 105 mm embedment, M12hef2, Steel galvanized, installation per ETA-19/0556
9.1 Recommended accessories
Drilling
Cleaning
Setting
• Suitable Rotary Hammer
• Properly sized drill bit
• Manual blow-out pump
• Torque controlled cordless impact tool
• Torque wrench
• Hammer
y
20.2
25.0
50.0
25.0
50.0
1
50.0
25.0
25.0
x
50.0
Coordinates Anchor [mm]
Anchor
x
y
c-x
c+x
c-y
c+y
1
0.0
0.0
-
-
-
-
Input data and results must be checked for conformity with the existing conditions and for plausibility!
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10 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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