SIST-TS CEN/TS 1992-4-4:2009
(Main)Design of fastenings for use in concrete - Part 4-4: Post-installed fasteners - mechanical systems
Design of fastenings for use in concrete - Part 4-4: Post-installed fasteners - mechanical systems
This document relies on characteristic resistances and distances which are stated in a European Technical Specification. The characteristic values shown in Table 1 should be obtained from the relevant European Technical Specification as base for the design methods of this CEN/TS.
Bemessung von Befestigungen in Beton - Teil 4-4: Mechanische Dübel
Dieses Dokument stützt sich auf charakteristische Widerstände und Abstände, die in einer europäischen Technischen Spezifikation festgelegt sind. Als Grundlage für die Bemessung nach dieser CEN/TS sollten in einer europäischen Technischen Spezifikation zumindest die folgenden charakteristischen Werte angegeben sein.
Conception-calcul des éléments de fixation pour béton - Partie 4-4 : Chevilles de fixation - Systèmes mécaniques
Ce document se fonde sur des résistances caractéristiques et distances spécifiées dans une Spécification Technique européenne. Il convient que les caractéristiques indiquées au Tableau 1 soient données dans la Spécification Technique européenne comme base des méthodes de conception du présent CEN/TS.
Projektiranje pritrjevanja za uporabo v betonu - 4-4. del: Naknadno vgrajena pritrjevala - mehanski sistemi
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SLOVENSKI STANDARD
SIST-TS CEN/TS 1992-4-4:2009
01-oktober-2009
Projektiranje pritrjevanja za uporabo v betonu - 4-4. del: Naknadno vgrajena
pritrjevala - mehanski sistemi
Design of fastenings for use in concrete - Part 4-4: Post-installed fasteners - mechanical
systems
Bemessung von Befestigungen in Beton - Teil 4-4: Mechanische Dübel
Conception-calcul des éléments de fixation pour béton - Partie 4-4 : Chevilles de fixation
- Systèmes mécaniques
Ta slovenski standard je istoveten z: CEN/TS 1992-4-4:2009
ICS:
21.060.01 Vezni elementi na splošno Fasteners in general
91.080.40 Betonske konstrukcije Concrete structures
SIST-TS CEN/TS 1992-4-4:2009 en
2003-01.Slovenski inštitut za standardizacijo. Razmnoževanje celote ali delov tega standarda ni dovoljeno.
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SIST-TS CEN/TS 1992-4-4:2009
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SIST-TS CEN/TS 1992-4-4:2009
TECHNICAL SPECIFICATION
CEN/TS 1992-4-4
SPÉCIFICATION TECHNIQUE
TECHNISCHE SPEZIFIKATION
May 2009
ICS 21.060.99; 91.080.40
English Version
Design of fastenings for use in concrete - Part 4-4: Post-installed
fasteners - Mechanical systems
Conception-calcul des éléments de fixation pour béton - Bemessung von Befestigungen in Beton - Teil 4-4: Dübel -
Partie 4-4 : Chevilles de fixation - Systèmes mécaniques mechanische Systeme
This Technical Specification (CEN/TS) was approved by CEN on 20 October 2008 for provisional application.
The period of validity of this CEN/TS is limited initially to three years. After two years the members of CEN will be requested to submit their
comments, particularly on the question whether the CEN/TS can be converted into a European Standard.
CEN members are required to announce the existence of this CEN/TS in the same way as for an EN and to make the CEN/TS available
promptly at national level in an appropriate form. It is permissible to keep conflicting national standards in force (in parallel to the CEN/TS)
until the final decision about the possible conversion of the CEN/TS into an EN is reached.
CEN members are the national standards bodies of Austria, Belgium, Bulgaria, Cyprus, Czech Republic, Denmark, Estonia, Finland,
France, Germany, Greece, Hungary, Iceland, Ireland, Italy, Latvia, Lithuania, Luxembourg, Malta, Netherlands, Norway, Poland, Portugal,
Romania, Slovakia, Slovenia, Spain, Sweden, Switzerland and United Kingdom.
EUROPEAN COMMITTEE FOR STANDARDIZATION
COMITÉ EUROPÉEN DE NORMALISATION
EUROPÄISCHES KOMITEE FÜR NORMUNG
Management Centre: Avenue Marnix 17, B-1000 Brussels
© 2009 CEN All rights of exploitation in any form and by any means reserved Ref. No. CEN/TS 1992-4-4:2009: E
worldwide for CEN national Members.
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SIST-TS CEN/TS 1992-4-4:2009
CEN/TS 1992-4-4:2009 (E)
Contents Page
Foreword .3
1 Scope .4
1.1 General .4
2 Normative references .4
3 Definitions and symbols .5
4 Basis of design .5
5 Determination of action effects .5
6 Verification of ultimate limit state by elastic analysis .6
6.1 General .6
6.2 Design method A .7
6.2.1 Tension load .7
6.2.2 Shear load . 14
6.2.3 Combined tension and shear load . 23
6.3 Design method B . 24
6.4 Design method C . 25
7 Fatigue . 25
8 Seismic . 25
2
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SIST-TS CEN/TS 1992-4-4:2009
CEN/TS 1992-4-4:2009 (E)
Foreword
This Technical Specification (CEN/TS 1992-4-4:2009) has been prepared by Technical Committee
CEN/TC 250 “Structural Eurocodes”, the secretariat of which is held by BSI.
Attention is drawn to the possibility that some of the elements of this document may be the subject of patent
rights. CEN [and/or CENELEC] shall not be held responsible for identifying any or all such patent rights.
This Technical Specification CEN/TS 1992-4-4 — Post-installed fasteners — Mechanical systems, describes
the principles and requirements for safety, serviceability and durability of post-installed fasteners with
mechanical anchorage systems for use in concrete. Furthermore bonded expansion anchors and bonded
undercut anchors are covered.
This Technical Specification does not provide information about the use of National Determined Parameters
(NDP).
CEN/TS 1992-4-4 is based on the limit state concept used in conjunction with a partial factor method.
CEN/TS 1992-4 'Design of fastenings for use in concrete' is subdivided into the following parts:
Part 1: General
Part 2: Headed fasteners
Part 3: Anchor channels
Part 4: Post-installed fasteners — Mechanical systems
Part 5: Post-installed fasteners — Chemical systems
Connection to Part 1 of this Technical Specification TS
The principles and requirements of Part 4 of this CEN/TS are additional to those in Part 1, all the clauses and
sub-clauses of which also apply to Part 4 unless varied in this Part. Additional information is presented under
the relevant clauses/sub-clauses of Part 1 of the CEN/TS. The numbers for the clauses/sub-clauses of Part 4
continue from the number of the last relevant clauses/subclauses of Part 1.
The above principles also apply to Figures and Tables in Part 4.
According to the CEN/CENELEC Internal Regulations, the national standards organizations of the following
countries are bound to announce this Technical Specification: Austria, Belgium, Bulgaria, Cyprus, Czech
Republic, Denmark, Estonia, Finland, France, Germany, Greece, Hungary, Iceland, Ireland, Italy, Latvia,
Lithuania, Luxembourg, Malta, Netherlands, Norway, Poland, Portugal, Romania, Slovakia, Slovenia, Spain,
Sweden, Switzerland and the United Kingdom.
3
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SIST-TS CEN/TS 1992-4-4:2009
CEN/TS 1992-4-4:2009 (E)
1 Scope
1.1 General
1.1.6 This document relies on characteristic resistances and distances which are stated in a European
Technical Specification. The characteristic values shown in Table 1 should be obtained from the relevant
European Technical Specification as base for the design methods of this CEN/TS.
Table 1 — Characteristics used for the design of fasteners given in the
European Technical Specification
Characteristic Design method
A B C
N , N , V x
Rk,p Rk,s Rk,s
0
x x x
M
Rk,s
F , uncracked concrete x x
Rd
a)
F , cracked concrete x x
Rd
c , s x
cr,N cr,N
c , s x
cr,sp cr,sp
c , s x x
cr cr
c , s x x
min min
h x x x
min
limitations on concrete strength x x x
classes of base material
k , k , k , k , k x
cr ucr 2 3 4
d , h , l x
nom ef f
b)
x x x
γ
Mi
a)
only for products suitable to applications in cracked and non-cracked concrete
b)
recommended partial factors for material see also CEN/TS 1992-4-1:2009, clause 4
2 Normative references
This European Standard incorporates by dated or undated reference, provisions from other publications.
These normative references are cited at the appropriate places in the text and the publications are listed
hereafter. For dated references, subsequent amendments to or revisions of any of these publications apply to
this European Standard only when incorporated in it by amendment or revision. For undated references the
latest edition of the publication referred to applies.
NOTE The following references to Eurocodes are references to European Standards and European Prestandards.
These are the only European documents available at the time of publication of this TS. National documents take
precedence until Eurocodes are published as European Standards.
4
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SIST-TS CEN/TS 1992-4-4:2009
CEN/TS 1992-4-4:2009 (E)
EN 1992-1-1, Eurocode 2: Design of concrete structures — Part 1-1: General rules and rules for buildings
CEN/TS 1992-4-1:2009, Design of fastenings for use in concrete — Part 4-1: General
3 Definitions and symbols
Definitions and symbols are given in CEN/TS 1992-4-1.
4 Basis of design
4.5.4 The following assumptions in respect to installation have been made in this CEN/TS. The installation
instructions should reflect them:
1) Concrete has been compacted adequately in the area of the fastening. This should be checked prior
and during installation via visual check.
2) Requirements for drilling operation and bore hole:
Holes are drilled perpendicular to the surface of the concrete unless specifically required
otherwise by the manufacturer’s instructions.
Drilling is carried out by method specified by the manufacturer.
When hard metal hammer-drill bits are used, they should comply with ISO or National Standards.
When diamond core drilling is permitted, the diameter of the segments should comply with the
prescribed diameter.
Reinforcement in close proximity to the holes position is not damaged during drilling. In
prestressed concrete structures it is ensured that the distance between the drilling hole and the
prestressed reinforcement is at least 50mm; for determination of the position of the prestressed
reinforcement in the structure a suitable device e.g. a reinforcement detector is used.
Holes are cleaned according to the instructions given in the European Technical Specification.
Aborted drill holes are filled with high strength non-shrinkage mortar.
3) Inspection and approval of the correct installation of the fasteners is carried out by appropriately
qualified personnel.
NOTE Many drill bits exhibit a mark indicating that they are in accordance with ISO or National Standards. If the drill
bits do not bear a conformity mark, evidence of suitability should be provided.
5 Determination of action effects
The determination and analysis of the condition of the concrete – cracked or non-cracked – serving as base
material for the fastener and of the loads acting on the fastener is given in CEN/TS 1992-4-1:2009,
clause 5.
5
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SIST-TS CEN/TS 1992-4-4:2009
CEN/TS 1992-4-4:2009 (E)
6 Verification of ultimate limit state by elastic analysis
6.1 General
6.1.5 This section applies when forces on the fasteners have been calculated using elastic analysis.
CEN/TS 1992-4-1:2009, Annex B should be used for plastic analysis.
6.1.6 For the design of post-installed fasteners in the ultimate limit state, there are three different design
methods available.
The methods differ in the degree of simplification at the expense of conservatism:
Method A: Resistance is established for all load directions and all modes of failure, using
actual values of edge distance c to the fasteners and spacing s between
fasteners in a group.
Method B: A single value of resistance is used for all load directions and modes of failure.
This resistance is related to the characteristic values c and s . It is permitted to
cr cr
use smaller values for c and s than these but the resistance should then be
modified as indicated.
Method C: As method B but the values of c and s should not be less than c and s .
cr cr
Each method has further options with regard to
a) use of fasteners in cracked and non-cracked or uncracked concrete; and
b) the concrete strength class for which the resistance is valid.
The above possibilities (assessment options) are summarized in Table 2 and described in detail in 6.2 to 6.4.
The design method to be applied is given in the relevant European Technical Specification.
With design method A technical data may be published also for design methods B or C and with method B
also for design method C. But data for method C do not support method A or B and data for method B do not
support design method A.
6.1.7 The spacing between outer fasteners of adjoining groups or the distance to single fasteners shall be
a > s (design method A) or s respectively (design methods B and C).
cr,N cr
6.1.8 Aborted drill holes filled with high strength non-shrinkage mortar do not have to be considered in the
design of the fastenings.
6
Increasing simplification
and conservatism
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SIST-TS CEN/TS 1992-4-4:2009
CEN/TS 1992-4-4:2009 (E)
Table 2 — Assessment options for post-installed fasteners
Use for
F
Rk
different
different one F
Design Rk Option
c s c s
cracked non- one F F
Rk Rk 2)
cr cr min min
method F for for all No
Rk
and non- cracked for depen-
C20/25 load
cracked concrete C20/25 ding on
to directio
concrete only only load
C50/60 ns
direction
1)
x x x x x x x 1
A
x x x x x x x 2
x x x x x x x 3
B
x x x x x x x 4
x x x x x 5
C
6
x x x x x
7
x x x x x x x
A
x x x x x x x 8
x x x x x x x 9
B
x x x x x x x 10
x x x x x 11
C
x x x x x 12
1) 2)
x applies to the design method according to European Technical Specification
6.2 Design method A
6.2.1 Tension load
6.2.1.1 Required verifications
The required verifications are given in Table 3.
Table 3 — Verification for post-installed mechanical fasteners loaded in tension
Fastener group
Single fastener
1)
most loaded fastener fastener group
1 Steel failure
h
N ≤ N = N / γ
Ed Rd,s Rk,s Ms
N ≤ N = N / γ
Ed Rd,s Rk,s Ms,s
2 Pull-out h
N ≤ N = N / γ
Ed Rd,p Rk,p Mp
N ≤ N = N / γ
Rd,p Rk,p Mp
Ed
3 g
N ≤ N = N / γ
Ed Rd,c Rk,c Mc
Concrete cone failure N ≤ N = N / γ
Rd,c Rk,c Mc
Ed
4 Splitting failure
N ≤ N = N / γ g
Ed Rd,sp Rk,sp Msp
N ≤ N = N / γ
Rd,sp Rk,sp Msp
Ed
1)
Verification is performed only for the fasteners of a group loaded in tension.
6.2.1.2 Steel failure
The characteristic resistance of a fastener in case of steel failure N is given in the relevant European
Rk,s
Technical Specification. The strength calculations are based on f .
uk
7
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SIST-TS CEN/TS 1992-4-4:2009
CEN/TS 1992-4-4:2009 (E)
6.2.1.3 Pull-out failure
The characteristic resistance in case of pull-out failure N is given in the relevant European Technical
Rk,p
Specification.
6.2.1.4 Concrete cone failure
The characteristic resistance of a fastener, a group of fasteners and the tensioned fasteners of a group of
fasteners in case of concrete cone failure may be obtained by Equation (1).
A
c,N
o
N = N ⋅ ⋅ψ ⋅ψ ⋅ψ [N] (1)
Rk,c s,N re,N ec,N
Rk,c
o
A
c,N
The different factors of Equation (1) are given below.
a) Characteristic resistance of a single fastener
1) Cracked concrete:
The characteristic resistance of a single fastener placed in cracked concrete and not influenced by adjacent
fasteners or edges of the concrete member is obtained by:
o 1,5
N = k ⋅ f ⋅ h [N] (2)
cr ck,cube
Rk,c ef
where k factor to take into account the influence of load transfer mechanisms for
cr
applications in cracked concrete, the actual value is given in the corresponding
European Technical Specification.
2
f [N/mm ], characteristic cube strength of the concrete strength class but noting the
ck,cube
limitations given in the relevant European Technical Specification.
h [mm], see CEN/TS 1992-4-1: 2009, Figure 5, the actual value is given in the
ef
corresponding European Technical Specification.
NOTE For fasteners according to current experience the value is 7,2 or 8,5. The actual value for a particular fastener
may be taken from the relevant European Technical Specification.
2) Non-cracked concrete:
The characteristic resistance of a single fastener placed in non-cracked concrete and not influenced by
adjacent fasteners or edges of the concrete member is obtained by:
o 1,5
N = k ⋅ f ⋅ h [N] (3)
ucr ck,cube
Rk,c ef
with k factor to take into account the influence of load transfer mechanisms for
ucr
applications in non-cracked concrete, the actual value is given in the
corresponding European Technical Specification.
b) Geometric effect of axial spacings and edge distances
The geometric effect of axial spacings and edge distances on the characteristic resistance is taken into
account by the value:
0
A / A
c,N
c,N
0
where A : = reference projected area, see Figure 1
c,N
8
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SIST-TS CEN/TS 1992-4-4:2009
CEN/TS 1992-4-4:2009 (E)
= s ⋅ s (4)
cr,N cr,N
A actual area, limited by overlapping concrete cones of adjacent fasteners (s < s )
cr,N
c,N
as well as by edges of the concrete member (c < c ). Examples for the
cr,N
calculation of A are given in Figure 2.
c,N
s , c given in the corresponding European Technical Specification
cr,N cr,N
NOTE For post-installed fasteners according to current experience s = 2c = 3h .
cr,N cr,N ef
0
A = s ⋅ s
cr,N cr,N
c,N
Key
1 Idealised concrete break-out body
0
Figure 1 — Idealised concrete cone and area A of concrete cone of an individual fastener
c,N
c) Effect of the disturbance of the distribution of stresses in the concrete due to edges
The factor ψ takes account of the disturbance of the distribution of stresses in the concrete due to edges of
s,N
the concrete member. For fastenings with several edge distances (e.g. fastening in a corner of the concrete
member or in a narrow member), the smallest edge distance c shall be inserted in Equation (5).
c
ψ = 0,7+ 0,3⋅ ≤ 1 [-] (5)
s,N
c
cr,N
d) Effect of shell spalling
The shell spalling factor ψ takes account of the effect of a dense reinforcement for embedment depths
re,N
h < 100 mm:
ef
h
ef
ψ = 0,5+ ≤ 1 [-] (6)
re,N
200
with h [mm]
ef
Irrespective of the embedment depth of the fastener, Ψ may be taken as 1,0 in the following cases:
re,N
1) Reinforcement (any diameter) is provided at a spacing ≥ 150mm, or
2) Reinforcement with a diameter of 10 mm or less is provided at a spacing > 100 mm.
9
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CEN/TS 1992-4-4:2009 (E)
a)
A = (c + 0,5 s ) ⋅ s
c, N 1 cr, N cr, N
if: c ≤ c
1 cr, N
b)
A = (c + s + 0,5 s ) ⋅ s
c, N 1 1 cr, N cr, N
if: c ≤ c
1 cr, N
s ≤ s
1 cr, N
10
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SIST-TS CEN/TS 1992-4-4:2009
CEN/TS 1992-4-4:2009 (E)
c)
A = (c + s + 0,5 s ) ⋅ (c + s + 0,5 s )
c, N 1 1 cr, N 2 2 cr, N
if: c ; c ≤ c
1 2 cr, N
s ; s ≤ s
1 2 cr, N
Key
a) Individual fastener at the edge of a concrete mem
...
SLOVENSKI STANDARD
oSIST-TS prCEN/TS 1992-4-4:2008
01-september-2008
Projektiranje pritrjevanja za uporabo v betonu - 4. del: Naknadno vgrajena
pritrjevala - mehanski sistemi
Design of fastenings for use in concrete - Part 4: Post-installed fasteners - mechanical
systems
Bemessung von Befestigungen in Beton - Teil 4: Mechanische Dübel
Ta slovenski standard je istoveten z: prCEN/TS 1992-4-4
ICS:
21.060.01 Vezni elementi na splošno Fasteners in general
91.080.40 Betonske konstrukcije Concrete structures
oSIST-TS prCEN/TS 1992-4-4:2008 en
2003-01.Slovenski inštitut za standardizacijo. Razmnoževanje celote ali delov tega standarda ni dovoljeno.
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oSIST-TS prCEN/TS 1992-4-4:2008
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oSIST-TS prCEN/TS 1992-4-4:2008
TECHNICAL SPECIFICATION
FINAL DRAFT
prCEN/TS 1992-4-4
SPÉCIFICATION TECHNIQUE
TECHNISCHE SPEZIFIKATION
June 2008
ICS 21.060.01; 91.080.40
English Version
Design of fastenings for use in concrete - Part 4: Post-installed
fasteners - mechanical systems
Bemessung von Befestigungen in Beton - Teil 4:
Mechanische Dübel
This draft Technical Specification is submitted to CEN members for formal vote. It has been drawn up by the Technical Committee CEN/TC
250.
CEN members are the national standards bodies of Austria, Belgium, Bulgaria, Cyprus, Czech Republic, Denmark, Estonia, Finland,
France, Germany, Greece, Hungary, Iceland, Ireland, Italy, Latvia, Lithuania, Luxembourg, Malta, Netherlands, Norway, Poland, Portugal,
Romania, Slovakia, Slovenia, Spain, Sweden, Switzerland and United Kingdom.
Warning : This document is not a Technical Specification. It is distributed for review and comments. It is subject to change without notice
and shall not be referred to as a Technical Specification.
EUROPEAN COMMITTEE FOR STANDARDIZATION
COMITÉ EUROPÉEN DE NORMALISATION
EUROPÄISCHES KOMITEE FÜR NORMUNG
Management Centre: rue de Stassart, 36 B-1050 Brussels
© 2008 CEN All rights of exploitation in any form and by any means reserved Ref. No. prCEN/TS 1992-4-4:2008: E
worldwide for CEN national Members.
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oSIST-TS prCEN/TS 1992-4-4:2008
prCEN/TS 1992-4-4:2008 (E)
Contents Page
Foreword.3
1 Scope .4
1.1 General.4
2 Normative references .4
3 Definitions and symbols .5
4 Basis of design .5
5 Determination of action effects.5
6 Verification of ultimate limit state by elastic analysis .6
6.1 General.6
6.2 Design method A .7
6.2.1 Tension load.7
6.2.2 Shear load.13
6.2.3 Combined tension and shear load.21
6.3 Design method B .22
6.4 Design method C .23
7 Fatigue .23
8 Seismic .23
2
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oSIST-TS prCEN/TS 1992-4-4:2008
prCEN/TS 1992-4-4:2008 (E)
Foreword
This document (prCEN/TS 1992-4-4:2008) has been prepared by Technical Committee CEN/TC 250
“Structural Eurocodes”, the secretariat of which is held by BSI.
This document is currently submitted to the Formal Vote.
This Technical Specification CEN/TS 1992-4-4 – Post-installed fasteners – mechanical systems, describes the
principles and requirements for safety, serviceability and durability of post-installed fasteners with mechanical
anchorage systems for use in concrete. Furthermore bonded expansion anchors and bonded undercut
anchors are covered.
CEN/TS 1992-4-4 is based on the limit state concept used in conjunction with a partial factor method.
CEN/TS 1992-4 'Design of fastenings for use in concrete' is subdivided into the following parts:
Part 1: General
Part 2: Headed fasteners
Part 3: Anchor channels
Part 4: Post-installed fasteners –mechanical systems
Part 5: Post-installed fasteners – chemical systems
Connection to Part 1 of this Technical Specification TS
The principles and requirements of Part 4 of this CEN/TS are additional to those in Part 1, all the clauses and
sub-clauses of which also apply to Part 4 unless varied in this Part. Additional information is presented under
the relevant clauses/sub-clauses of Part 1 of the CEN/TS. The numbers for the clauses/sub-clauses of Part 4
continue from the number of the last relevant clauses/sub-clauses of Part 1.
The above principles also apply to Figures and Tables in Part 4.
3
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oSIST-TS prCEN/TS 1992-4-4:2008
prCEN/TS 1992-4-4:2008 (E)
1 Scope
1.1 General
1.1.6 This document relies on characteristic resistances and distances which are stated in a European
Technical Specification. The characteristic values shown in Table 1 should be obtained from the relevant
European Technical Specification as base for the design methods of this CEN/TS.
Table 1 — Characteristics used for the design of fasteners given in the
European Technical Specification
Characteristic Design method
A B C
N , N , V x
Rk,p Rk,s Rk,s
0
x x x
M
Rk,s
F , uncracked concrete x x
Rd
a)
F , cracked concrete x x
Rd
c , s x
cr,N cr,N
c , s x
cr,sp cr,sp
c , s x x
cr cr
c , s x x
min min
h x x x
min
limitations on concrete strength x x x
classes of base material
k , k , k , k , k
x
cr ucr 2 3 4
d , h , l
x
nom ef f
b)
γ x x x
Mi
a)
only for products suitable to applications in cracked and non-cracked concrete
b)
recommended partial factors for material see also CEN/TS 1992-4-1:xxxx, clause 4
2 Normative references
This European Standard incorporates by dated or undated reference, provisions from other publications.
These normative references are cited at the appropriate places in the text and the publications are listed
hereafter. For dated references, subsequent amendments to or revisions of any of these publications apply to
this European Standard only when incorporated in it by amendment or revision. For undated references the
latest edition of the publication referred to applies.
NOTE The following references to Eurocodes are references to European Standards and European Prestandards.
These are the only European documents available at the time of publication of this TS. National documents take
precedence until Eurocodes are published as European Standards.
4
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oSIST-TS prCEN/TS 1992-4-4:2008
prCEN/TS 1992-4-4:2008 (E)
EN 1992-1-1, Eurocode 2 - Design of concrete structures - Part 1-1: General rules and rules for buildings
CEN/TS 1992-4-1:XXXX, Design of fastenings for use in concrete — Part 1: General
3 Definitions and symbols
Definitions and symbols are given in CEN/TS 1992-4-1.
4 Basis of design
4.5.4 The following assumptions in respect to installation have been made in this CEN/TS. The installation
instructions should reflect them:
1) Concrete has been compacted adequately in the area of the fastening. This should be checked prior
and during installation via visual check.
2) Requirements for drilling operation and bore hole:
Holes are drilled perpendicular to the surface of the concrete unless specifically required
otherwise by the manufacturer’s instructions.
Drilling is carried out by method specified by the manufacturer.
When hard metal hammer-drill bits are used, they should comply with ISO or National Standards.
When diamond core drilling is permitted, the diameter of the segments should comply with the
prescribed diameter.
Reinforcement in close proximity to the holes position is not damaged during drilling. In
prestressed concrete structures it is ensured that the distance between the drilling hole and the
prestressed reinforcement is at least 50mm; for determination of the position of the prestressed
reinforcement in the structure a suitable device e.g. a reinforcement detector is used.
Holes are cleaned according to the instructions given in the European Technical Specification.
Aborted drill holes are filled with high strength non-shrinkage mortar.
3) Inspection and approval of the correct installation of the fasteners is carried out by appropriately
qualified personnel.
NOTE Many drill bits exhibit a mark indicating that they are in accordance with ISO or National Standards. If the drill
bits do not bear a conformity mark, evidence of suitability should be provided.
5 Determination of action effects
The determination and analysis of the condition of the concrete – cracked or non-cracked - serving as base
material for the fastener and of the loads acting on the fastener is given in CEN/TS 1992-4-1:xxxx, clause 5.
5
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6 Verification of ultimate limit state by elastic analysis
6.1 General
6.1.5 This section applies when forces on the fasteners have been calculated using elastic analysis.
CEN/TS 1992-4-1:xxxx, Annex B should be used for plastic analysis.
6.1.6 For the design of post-installed fasteners in the ultimate limit state, there are three different design
methods available.
The methods differ in the degree of simplification at the expense of conservatism:
Method A: Resistance is established for all load directions and all modes of failure, using
actual values of edge distance c to the fasteners and spacing s between
fasteners in a group.
Method B: A single value of resistance is used for all load directions and modes of failure.
This resistance is related to the characteristic values c and s . It is permitted
cr cr
to use smaller values for c and s than these but the resistance should then be
modified as indicated.
Method C: As method B but the values of c and s should not be less than c and s .
cr cr
Each method has further options with regard to
a) use of fasteners in cracked and non-cracked or uncracked concrete; and
b) the concrete strength class for which the resistance is valid.
The above possibilities (assessment options) are summarized in Table 2 and described in detail in 6.2 to 6.4.
The design method to be applied is given in the relevant European Technical Specification.
With design method A technical data may be published also for design methods B or C and with method B
also for design method C. But data for method C do not support method A or B and data for method B do not
support design method A.
6.1.7 The spacing between outer headed fasteners of adjoining groups or the distance to single fasteners
shall be a > s (design method A) or s respectively (design methods B and C).
cr,N cr
6.1.8 Aborted drill holes filled with high strength non-shrinkage mortar do not have to be considered in the
design of the fastenings.
6
Increasing simplification
and conservatism
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Table 2 — Assessment options for post-installed fasteners
Use for
F
Rk
different
Design different one F Option
Rk
c s c s
cracked non- one F F 2)
Rk Rk cr cr min min
method No
F for for all
Rk
and non- cracked for depen-
C20/25 load
cracked concrete C20/25 ding on
to directio
concrete only only load
C50/60 ns
direction
1)
x x x x x x x 1
A
x x x x x x x 2
x x x x x x x 3
B
x x x x x x x 4
x x x x x 5
C
6
x x x x x
7
x x x x x x x
A
x x x x x x x 8
x x x x x x x 9
B
x x x x x x x 10
x x x x x 11
C
x x x x x 12
1) 2)
x applies to the design method according to European Technical Specification
6.2 Design method A
6.2.1 Tension load
6.2.1.1 Required verifications
The required verifications are given in Table 3.
Table 3 — Verification for post-installed mechanical fasteners loaded in tension
Fastener group
Single fastener
1)
most loaded fastener fastener group
1 Steel failure
h
N ≤ N = N / γ
Ed Rd,s Rk,s Ms
N ≤ N = N / γ
Rd,s Rk,s Ms,s
Ed
2 Pull-out h
N ≤ N = N / γ
Ed Rd,p Rk,p Mp
N ≤ N = N / γ
Rd,p Rk,p Mp
Ed
3
g
N ≤ N = N / γ
Ed Rd,c Rk,c Mc
Concrete cone failure
N ≤ N = N / γ
Rd,c Rk,c Mc
Ed
4 Splitting failure
N ≤ N = N / γ g
Ed Rd,sp Rk,sp Msp
N ≤ N = N / γ
Rd,sp Rk,sp Msp
Ed
1)
Verification is performed only for the fasteners of a group loaded in tension
6.2.1.2 Steel failure
The characteristic resistance of a fastener in case of steel failure N is given in the relevant European
Rk,s
Technical Specification. The strength calculations are based on f .
uk
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6.2.1.3 Pull-out failure
The characteristic resistance in case of pull-out failure N is given in the relevant European Technical
Rk,p
Specification.
6.2.1.4 Concrete cone failure
The characteristic resistance of a fastener, a group of fasteners and the tensioned fasteners of a group of
fasteners in case of concrete cone failure may be obtained by Equation (1).
A
o c,N
N = N ⋅ ⋅ψ ⋅ψ ⋅ψ [N] (1)
Rk,c Rk,c s,N re,N ec,N
o
A
c,N
The different factors of Equation (6.1) are given below.
a) Characteristic resistance of a single fastener
Cracked concrete:
The characteristic resistance of a single fastener placed in cracked concrete and not influenced by adjacent
fasteners or edges of the concrete member is obtained by:
o 1,5
N = k ⋅ f ⋅ h [N] (2)
Rk,c cr ck,cube
ef
with k factor to take into account the influence of load transfer mechanisms for
cr
applications in cracked concrete, the actual value is given in the corresponding
European Technical Specification.
2
f [N/mm ], characteristic cube strength of the concrete strength class but noting the
ck,cube
limitations given in the relevant European Technical Specification.
h [mm], see CEN/TS 1992-4-1:XXXX, Figure 5, the actual value is given in the
ef
corresponding European Technical Specification.
NOTE For fasteners according to current experience the value is 7,2 or 8,5. The actual value for a particular fastener
may be taken from the relevant European Technical Specification.
Non-cracked concrete:
The characteristic resistance of a single fastener placed in non-cracked concrete and not influenced by
adjacent fasteners or edges of the concrete member is obtained by:
o 1,5
N = k ⋅ f ⋅ h [N] (3)
Rk,c ucr ck,cube
ef
with k factor to take into account the influence of load transfer mechanisms for
ucr
applications in non-cracked concrete, the actual value is given in the
corresponding European Technical Specification.
b) Geometric effect of axial spacings and edge distances
The geometric effect of axial spacings and edge distances on the characteristic resistance is taken into
o
account by the value A / A , where
c,N c,N
o
A : = reference projected area, see Figure 1
c,N
= s ⋅ s (4)
cr,N cr,N
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A actual area, limited by overlapping concrete cones of adjacent fasteners (s < s )
cr,N
c,N
as well as by edges of the concrete member (c < c ). Examples for the calculation of
cr,N
A are given in Figure 2.
c,N
s , c given in the corresponding European Technical Specification
cr,N cr,N
NOTE For post-installed fasteners according to current experience s = 2c = 3h .
cr,N cr,N ef
o
A = s ⋅ s
c,N cr,N cr,N
Key
1 Idealised concrete break-out body
o
Figure 1 — Idealised concrete cone and area A of concrete cone of an individual fastener
c,N
a)
A = (c + 0,5 s ) ⋅ s
c, N 1 cr, N cr, N
if: c ≤ c
1 cr, N
b)
A = (c + s + 0,5 s ) ⋅ s
c, N 1 1 cr, N cr, N
if: c ≤ c
1 cr, N
s ≤ s
1 cr, N
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c)
A = (c + s + 0,5 s ) ⋅ (c + s + 0,5 s )
c, N 1 1 cr, N 2 2 cr, N
if: c ; c ≤ c
1 2 cr, N
s ; s ≤ s
1 2 cr, N
Key
a) Individual fastener at the edge of a concrete member
b) Group of two fasteners at the edge of a concrete member
c) Group of four fasteners at a corner of a concrete member
Figure 2 — Examples of actual areas A of the idealised concrete cones for different arrangements
c, N
of fasteners in case of axial tension load
c) Effect of the disturbance of the distribution of stresses in the concrete due to edges
The factor ψ takes account of the disturbance of the distribution of stresses in the concrete due to edges
s,N
of the concrete member. For fastenings with several edge distances (e.g. fastening in a corner of the concrete
member or in a narrow member), the smallest edge distance c shall be inserted in Equation (5).
c
ψ = 0,7+ 0,3⋅ ≤ 1 [-] (5)
s,N
c
cr,N
d) Effect of shell spalling
The shell spalling factor ψ takes account of the effect of a dense reinforcement for embedment depths
re,N
h < 100 mm:
ef
h
ef
ψ = 0,5+ ≤ 1 [-] (6)
re,N
200
with h [mm]
ef
Irrespective of the embedment depth of the fastener, Ψ may be taken as 1,0 in the following cases:
re,N
1) Reinforcement (any diameter) is provided at a spacing ≥ 150mm, or
2) Reinforcement with a diameter of 10 mm or less is provided at a spacing > 100 mm.
e) Effect of the eccentricity of the load
The factor ψ takes account of a group effect when different tension loads are acting on the individual
ec,N
fasteners of a group.
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1
ψ = ≤ 1 [-] (7)
ec,N
1+ 2⋅ e / s
N cr,N
with e eccentricity of the res
...
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