SIST-TS CEN/TS 1992-4-5:2009

Design of fastenings for use in concrete - Part 4-5: Post-installed fasteners - chemical systems

This document relies on characteristic resistances and distances which are stated in a European Technical Specification.  In general the design concept is valid in the product dimensions 6  hef/dnom  20.  The actual range for a particular fastener may be taken from the relevant European Technical Specification.  In minimum the following characteristics should be given in the relevant European Technical Specification as base for the design method of this CEN/TS.
-   NRk,s, VRk,s   
-   ccr,N, scr,N
-   ccr,sp, scr,sp
-   cmin, smin
-   hmin
-   limitations on concrete strength classes of base material
-   kcr, kucr, kτ, k2, k3, k4, k8
-   dnom, hef, lf ,   limitations on hef/dnom
-   Mi, recommended partial factors see CEN/TS 1992-4-1:xxxx, clause 4
This document relies on characteristic resistances and distances which are stated in a European Technical Specification. In general the design concept is valid in the product dimensions 6 ≤ hef/dnom ≤ 20. The actual range for a particular fastener may be taken from the relevant European Technical Specification. In minimum the following characteristics should be given in the relevant European Technical Specification as base for the design method of this CEN/TS.

Bemessung von Befestigungen in Beton - Teil 4-5: Chemische Dübel

Dieses Dokument stützt sich auf charakteristische Widerstände und Abstände, die in einer  Europäisch Technischen Spezifikation festgelegt sind. Die Bemessungsmethode gilt für die Produktabmessungen 6  hef/dnom  20. Der gültige Bereich für ein bestimmtes Befestigungsmittel ist in der relevanten Europäisch Technischen Spezifikation zu finden. Als Grundlage für die Bemessung nach dieser CEN/TS sollten in einer Europäisch Technischen Spezifikation zumindest die folgenden charakteristischen Werte angegeben sein:
   NRk,s, VRk,s
    ccr,N, scr,N
   ccr,sp, scr,sp
   cmin, smin
   hmin
   Grenzen für die Betonfestigkeitsklasse des Verankerungsgrundes
   kcr, kucr, kτ, k2, k3, k4, k8
   dnom, hef, lf ,   Grenzwerte für hef/dnom
   Mi, empfohlene Materialsicherheitsbeiwerte siehe CEN/TS 1992-4-1:xxxx, Abschnitt 4

Conception-calcul pour les éléments de fixation pour béton - Partie 4-5 : Chevilles des fixation - Systémes chimiques

1.1   Généralités
1.1.6   Ce document se fonde sur des résistances caractéristiques et distances énoncées dans une Spécification Technique européenne. En règle générale, le concept de conception est valable pour les dimensions de produit 6 £ hef/dnom £ 20. La plage réelle pour une cheville particulière peut être trouvée dans la Spécification Technique européenne correspondante. Au minimum, il convient que les caractéristiques suivantes soient données dans la Spécification Technique européenne correspondante comme base des méthodes de conception-calcul du présent CEN/TS.
- NRk,s, VRk,s
- ccr,N, scr,N
- ccr,sp, scr,sp
- cmin, smin
- hmin
- limites des classes de résistance de l’élément en béton
- kcr, kucr, kτ, k2, k3, k4, k8
- dnom, hef, lf ,  limites de hef/dnom
- gMi, coefficients partiels recommandés ; voir  CEN/TS 1992-4-1:xxxx, Article 4.

Projektiranje pritrjevanja za uporabo v betonu - 4-5. del: Naknadno vgrajena pritrjevala - kemijski sistemi

General Information

• Status: Withdrawn
• Public Enquiry End Date: 08-Sep-2008
• Publication Date: 03-Sep-2009
• Withdrawal Date: 18-Nov-2018
• ICS: 21.060.01 - Fasteners in general
• ICS: 91.080.40 - Concrete structures
• Technical Committee: KON - Structures
• Current Stage: 9900 - Withdrawal (Adopted Project)
• Start Date: 19-Nov-2018
• Due Date: 12-Dec-2018
• Completion Date: 19-Nov-2018
• Directive: 89/106/EEC - Construction products
• Ref Project: CEN/TS 1992-4-5:2009 - Design of fastenings for use in concrete - Part 4-5: Post-installed fasteners - Chemical systems

Relations

• Replaced By: SIST EN 1992-4:2018 - Eurocode 2 - Design of concrete structures - Part 4: Design of fastenings for use in concrete
• Effective Date: 01-Dec-2018

Standards Content (Sample)

SLOVENSKI STANDARD
SIST-TS CEN/TS 1992-4-5:2009
01-oktober-2009
Projektiranje pritrjevanja za uporabo v betonu - 4-5. del: Naknadno vgrajena
pritrjevala - kemijski sistemi
Design of fastenings for use in concrete - Part 4-5: Post-installed fasteners - chemical
systems
Bemessung von Befestigungen in Beton - Teil 4-5: Chemische Dübel
Conception-calcul pour les éléments de fixation pour béton - Partie 4-5 : Chevilles des
fixation - Systémes chimiques
Ta slovenski standard je istoveten z: CEN/TS 1992-4-5:2009
ICS:
21.060.01 Vezni elementi na splošno Fasteners in general
91.080.40 Betonske konstrukcije Concrete structures
SIST-TS CEN/TS 1992-4-5:2009 en
2003-01.Slovenski inštitut za standardizacijo. Razmnoževanje celote ali delov tega standarda ni dovoljeno.

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SIST-TS CEN/TS 1992-4-5:2009

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SIST-TS CEN/TS 1992-4-5:2009
TECHNICAL SPECIFICATION
CEN/TS 1992-4-5
SPÉCIFICATION TECHNIQUE
TECHNISCHE SPEZIFIKATION
May 2009
ICS 21.060.99; 91.080.40
English Version
Design of fastenings for use in concrete - Part 4-5: Post-installed
fasteners - Chemical systems
Conception-calcul pour les éléments de fixation pour béton Bemessung von Befestigungen in Beton - Teil 4-5: Dübel -
- Partie 4-5 : Chevilles de fixation - Systèmes chimiques chemische 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 1992-4-5:2009: E
worldwide for CEN national Members.

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SIST-TS CEN/TS 1992-4-5:2009
CEN/TS 1992-4-5:2009 (E)
Contents Page
Foreword .3
1 Scope .4
1.1 General .4
2 Normative references .4
3 Definitions and symbols .4
4 Basis of design .5
4.1 General .5
5 Determination of action effects .5
6 Verification of ultimate limit state by elastic analysis .5
6.1 General .5
6.2 Tension load .6
6.2.1 Required verifications .6
6.2.2 Steel failure .6
6.2.3 Concrete cone failure .8
6.2.4 Splitting failure . 14
6.3 Shear load . 15
6.3.1 Required verifications . 15
6.3.2 Steel failure . 15
6.3.3 Concrete pry-out failure . 16
6.3.4 Concrete edge failure . 17
6.4 Combined tension and shear load . 23
6.4.1 Steel failure decisive for tension and shear load . 23
6.4.2 Other modes of failure decisive . 24
7 Fatigue . 24
8 Seismic . 24

2

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SIST-TS CEN/TS 1992-4-5:2009
CEN/TS 1992-4-5:2009 (E)
Foreword
This Technical Specification (CEN/TS 1992-4-5:2009) 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 1992-4-5 – Post-installed fasteners – Chemical systems, describes the
principles and requirements for safety, serviceability and durability of post-installed fasteners with chemical
anchorage systems for use in concrete.
This Technical Specification does not provide information about the use of National Determined Parameters
(NDP).
CEN/TS 1992-4-5 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 5 of this CEN/TS are additional to those in Part 1, all the clauses and
subclauses of which also apply to Part 5 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 5
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 5.
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 1992-4-5:2009
CEN/TS 1992-4-5:2009 (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. In general the design concept is valid in the product dimensions 6 ≤ h /d ≤ 20. The
ef nom
actual range for a particular fastener may be taken from the relevant European Technical Specification. In
minimum the following characteristics should be given in the relevant European Technical Specification as
base for the design method of this CEN/TS.
 N , V
Rk,s Rk,s
0
 M
Rk,s
 τ
Rk
 c , s
cr,N cr,N
 c , s
cr,sp cr,sp
 c , s
min min
 h
min
 limitations on concrete strength classes of base material
 k , k , k , k , k , k , k
cr ucr τ 2 3 4 8
 d , h , l , limitations on h /d
nom ef f  ef nom
 γ , recommended partial factors see CEN/TS 1992-4-1:2009, clause 4
Mi
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.
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

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SIST-TS CEN/TS 1992-4-5:2009
CEN/TS 1992-4-5:2009 (E)
4 Basis of design
4.1 General
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 hole 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.
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 The spacing between outer post-installed fasteners of adjoining groups or the distance to single
fasteners shall be a > s .
cr,N
6.1.7 Aborted drill holes filled with high strength non-shrinkage mortar do not have to be considered in the
design of the fastenings.
5

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SIST-TS CEN/TS 1992-4-5:2009
CEN/TS 1992-4-5:2009 (E)
6.2 Tension load
6.2.1 Required verifications
The required verifications are given in Table 1.
Table 1 — Verification for post-installed fasteners loaded in tension

1)
Fastener group
Single fastener

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 Combined pull-out and
N ≤ N = N / γ g
Ed Rd,p Rk,p Mp
N ≤ N = N / γ
Rd,p Rk,p Mp
Ed
concrete failure
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
g
N ≤ N = N / γ
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.

6.2.2 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
Combined pull-out and concrete failure
The characteristic resistance of a fastener, a group of fasteners and the tensioned fasteners of a group of
fasteners in case of combined pull-out and concrete failure may be obtained by Equation (1).
A
p,N
0
N = N ⋅ ⋅ψ ⋅ψ ⋅ψ ⋅ψ  [N] (1)
Rk,p s,Np g,Np re,N ec,Np
Rk,p
0
A
p,N
The different factors of Equation (1) are given below.
NOTE This verification is necessary only in the case that . , see Equation (2), and , see
τ <τ τ τ
Rk Rk,max Rk Rk,max
Equation (8)
6.2.2.1 Basic resistance of a single fastener
0
The characteristic resistance of a single bonded fastener N not influenced by adjacent bonded fasteners
Rk,p
or edges of the concrete member is:
0
N =τ ⋅π ⋅ d ⋅ h (2)
Rk ef
Rk,p
with
6

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SIST-TS CEN/TS 1992-4-5:2009
CEN/TS 1992-4-5:2009 (E)
τ [N/mm²] characteristic bond resistance, depending on the concrete strength class,
Rk
values given for non-cracked ( ) or cracked concrete ( ) in the
τ τ
Rk,ucr Rk,cr
corresponding European Technical Specification
  d [mm] diameter of the anchor rod or outer diameter of internally threaded sleeves
  h [mm] embedment depth
ef
6.2.2.2 Effect of axial spacing and edge distances
The geometric effect of axial spacing and edge distance on the characteristic resistance is taken into account
0
by the value A / A , where
p,N p,N
0
A :  =  s ⋅ s , reference bond influence area of an individual fastener  (3)
cr,Np cr,Np
p,N
A actual bond influence area, limited by overlapping areas of adjacent fasteners (s < s )
cr,Np
p,N
as well as by edges of the concrete member (c < c ).
cr,Np
s =  7,3⋅ d ⋅ τ ≤ 3h       (4)
cr,Np
Rk ef
 d [mm], τ [N/mm²], value for non-cracked concrete C20/25
Rk
c = s /2         (5)
cr,Np  cr,Np
0 0
NOTE A and A are calculated similar to the reference projected area A and the actual projected area
p,N p,N c,N
A in case of concrete cone failure (see Figures 1 and 2). However, then the values s and c are replaced by the
cr,N cr,N

c,N

values s and c . The value s calculated according Equ. (4) is valid for cracked and uncracked concrete.
cr,Np cr,Np cr,Np
6.2.2.3 Effect of closely spaced fasteners
The factor takes account of a group effect, if the fasteners are closely spaced.
ψ
g,Np
s
0 0,5 0
(6)
ψ =ψ − ( ) ⋅()ψ − 1 ≥ 1 [−]
g,Np g,Np g,Np
s
cr,Np
with
τ
0 1,5
Rk
(7)
ψ = n − ( n − 1)⋅ ( ) ≥ 1
g,Np
τ
Rk,max
n number of bonded anchors of a group [-]
τ [N/mm²] characteristic bond resistance, depending on the concrete strength class,
Rk
values given for non-cracked ( ) or cracked concrete ( ) in the corresponding
τ τ
Rk,ucr Rk,cr
European Technical Specification
k
8
τ = h ⋅ f (8)
Rk,max ef ck,cube
π ⋅ d
k given in the relevant European Technical Specification for cracked and non-cracked

8
concrete [-]
7

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SIST-TS CEN/TS 1992-4-5:2009
CEN/TS 1992-4-5:2009 (E)
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.
 s spacing [mm], in case of multiple spacings the mean value of the spacings should be used
 s characteristic spacing, see Equation (4)
cr,Np
NOTE According to current experience the value for k is 7,2 for applications in cracked concrete and k = 10,1 for
8 8
applications in non-cracked concrete.
6.2.2.4 Effect of the disturbance of stresses in the concrete
The factor ψ takes account of the disturbance of the distribution of stresses in the concrete due to edges
s,Np
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 (9).
c
ψ = 0,7+ 0,3⋅ ≤ 1   [-] (9)
s,Np
c
cr,Np
6.2.2.5 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   [-] (10)
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.
6.2.2.6 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,Np
fasteners of a group.
1
ψ = ≤ 1   [-] (11)
ec,Np
1+ 2⋅ e / s
N cr,Np
with:   e : eccentricity of the resulting tensile load acting on the tensioned fasteners
N
   (see CEN/TC 1992-4-1:2009, 5.2).
Where there is an eccentricity in two directions, ψ shall be determined separately for each direction and
ec,Np
the product of both factors shall be inserted in Equation (1).
6.2.3 Concrete cone failure
The characteristic resistance of a single tensioned fastener and a group of tensioned fasteners in case of
concrete cone failure may be obtained by Equation (12).
8

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SIST-TS CEN/TS 1992-4-5:2009
CEN/TS 1992-4-5:2009 (E)
A
c,N
o
N = N ⋅ ⋅ψ ⋅ψ ⋅ψ  [N] (12)
Rk,c s,N re,N ec,N
Rk,c
o
A
c,N
The different factors of Equation (12) are given below.
6.2.3.1 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] (13)
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.
 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:
0 1,5
N = k ⋅ f ⋅ h  [N] (14)
ucr ck,cube
Rk,c ef
with   k factor to take into account the influence
...

SLOVENSKI STANDARD
oSIST-TS prCEN/TS 1992-4-5:2008
01-september-2008
Projektiranje pritrjevanja za uporabo v betonu - 5. del: Naknadno vgrajena
pritrjevala - kemijski sistemi
Design of fastenings for use in concrete - Part 5: Post-installed fasteners - chemical
systems
Bemessung von Befestigungen in Beton - Teil 5: Chemische Dübel
Ta slovenski standard je istoveten z: prCEN/TS 1992-4-5
ICS:
21.060.01 Vezni elementi na splošno Fasteners in general
91.080.40 Betonske konstrukcije Concrete structures
oSIST-TS prCEN/TS 1992-4-5:2008 en
2003-01.Slovenski inštitut za standardizacijo. Razmnoževanje celote ali delov tega standarda ni dovoljeno.

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oSIST-TS prCEN/TS 1992-4-5:2008

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oSIST-TS prCEN/TS 1992-4-5:2008
TECHNICAL SPECIFICATION
FINAL DRAFT
prCEN/TS 1992-4-5
SPÉCIFICATION TECHNIQUE
TECHNISCHE SPEZIFIKATION
June 2008
ICS 21.060.01; 91.080.40

English Version
Design of fastenings for use in concrete - Part 5: Post-installed
fasteners - chemical systems
Bemessung von Befestigungen in Beton - Teil 5:
Chemische 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 1992-4-5:2008: E
worldwide for CEN national Members.

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oSIST-TS prCEN/TS 1992-4-5:2008
prCEN/TS 1992-4-5:2008 (E)
Contents Page
Foreword.3
1 Scope .4
1.1 General.4
2 Normative references .4
3 Definitions and symbols .4
4 Basis of design .5
4.1 General.5
5 Determination of action effects.5
6 Verification of ultimate limit state by elastic analysis .5
6.1 General.5
6.2 Tension load.6
6.2.1 Required verifications .6
6.2.2 Steel failure.6
6.2.3 Combined pull-out and concrete failure.6
6.2.4 Concrete cone failure .8
6.2.5 Splitting failure.13
6.3 Shear load.14
6.3.1 Required verifications .14
6.3.2 Steel failure.15
6.3.3 Concrete pry-out failure .15
6.3.4 Concrete edge failure .16
6.4 Combined tension and shear load.22
6.4.1 Steel failure decisive for tension and shear load.22
6.4.2 Other modes of failure decisive .22
7 Fatigue .23
8 Seismic .23

2

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oSIST-TS prCEN/TS 1992-4-5:2008
prCEN/TS 1992-4-5:2008 (E)
Foreword
This document (prCEN/TS 1992-5:2008) 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 1992-4-5 – Post-installed fasteners – chemical systems, describes the
principles and requirements for safety, serviceability and durability of post-installed fasteners with chemical
anchorage systems for use in concrete.
CEN/TS 1992-4-5 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 5 of this CEN/TS are additional to those in Part 1, all the clauses and
sub-clauses of which also apply to Part 5 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 5
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 5.






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1 Scope
1.1 General
1.1.6 This document relies on characteristic resistances and distances which are stated in a European
Technical Specification. In general the design concept is valid in the product dimensions 6 ≤ h /d ≤ 20.
ef nom
The actual range for a particular fastener may be taken from the relevant European Technical Specification.
In minimum the following characteristics should be given in the relevant European Technical Specification as
base for the design method of this CEN/TS.
 N , V
Rk,s Rk,s
0
 M
Rk,s
 τ
Rk
 c , s
cr,N cr,N
 c , s
cr,sp cr,sp
 c , s
min min
 h
min
 limitations on concrete strength classes of base material
 k , k , k , k , k , k , k
cr ucr τ 2 3 4 8
 d , h , l , limitations on h /d
nom ef f  ef nom
 γ , recommended partial factors see CEN/TS 1992-4-1:xxxx, clause 4
Mi
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.
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.
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4 Basis of design
4.1 General
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 hole 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.
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 The spacing between outer post-installed fasteners of adjoining groups or the distance to single
fasteners shall be a > s .
cr,N
6.1.7 Aborted drill holes filled with high strength non-shrinkage mortar do not have to be considered in the
design of the fastenings.
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6.2 Tension load
6.2.1 Required verifications
The required verifications are given in Table 1.
Table 1 — Verification for post-installed fasteners loaded in tension
 1)
Fastener group
Single fastener

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 Combined pull-out and
g
N ≤ N = N / γ
Ed Rd,p Rk,p Mp
N ≤ N = N / γ
Rd,p Rk,p Mp
Ed
concrete failure
3
N ≤ N = N / γ g
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

6.2.2 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
6.2.3 Combined pull-out and concrete failure
The characteristic resistance of a fastener, a group of fasteners and the tensioned fasteners of a group of
fasteners in case of combined pull-out and concrete failure may be obtained by Equation (1).
A
p,N
0
N = N ⋅ ⋅ψ ⋅ψ ⋅ψ ⋅ψ  [N] (1)
Rk, p Rk, p s, Np g, Np re, N ec,Np
0
A
p,N
The different factors of Equation (6.1) are given below.
NOTE This verification is necessary only in the case that τ <τ .
Rk Rk,max
τ see Equation (2) and τ see Equation (8)
Rk Rk,max
6.2.3.1 Basic resistance of a single fastener
0
The characteristic resistance of a single bonded fastener N not influenced by adjacent bonded fasteners
Rk, p
or edges of the concrete member is:
0
N =τ ⋅π ⋅ d ⋅ h (2)
Rk, p Rk ef
with
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[N/mm²] characteristic bond resistance, depending on the concrete strength class,
τ
Rk
values given for non-cracked ( ) or cracked concrete ( ) in the
τ τ
Rk,ucr Rk,cr
corresponding European Technical Specification
  d [mm] diameter of the anchor rod or outer diameter of internally threaded sleeves
  h [mm] embedment depth
ef
6.2.3.2 Effect of axial spacing and edge distances
The geometric effect of axial spacing and edge distance on the characteristic resistance is taken into account
0
by the value A / A , where
p,N p,N
0
A :  = s ⋅ s , reference bond influence area of an individual fastener  (3)
p,N cr,Np cr,Np
A actual bond influence area, limited by overlapping areas of adjacent fasteners (s < s )
cr,Np
p,N
as well as by edges of the concrete member (c < c ).
cr,Np
s =  7,3⋅ d⋅ τ ≤ 3h       (4)
cr,Np
Rk ef
 d [mm], [N/mm²], value for non-cracked concrete C20/25
τ
Rk
c = s /2         (5)
cr,Np  cr,Np
0 0
NOTE A and A are calculated similar to the reference projected area A and the actual projected area
p,N c,N
p,N
A in case of concrete cone failure (see Figures 1 and 2). However, then the values s and c are replaced by the
cr,N cr,N
c,N

values s and c . The value s calculated according Equ. (4) is valid for cracked and uncracked concrete.
cr,Np cr,Np cr,Np
6.2.3.3 Effect of closely spaced fasteners
The factor takes account of a group effect, if the fasteners are closely spaced.
ψ
g,Np
s
0 0,5 0
(6)
ψ =ψ − ( ) ⋅()ψ −1 ≥ 1 [−]
g,Np g,Np g,Np
s
cr,Np
with
τ
0 1,5
Rk
(7)
ψ = n − ( n −1)⋅ ( ) ≥ 1
g, Np
τ
Rk,max
n number of bonded anchors of a group [-]
τ [N/mm²] characteristic bond resistance, depending on the concrete strength class,
Rk
values given for non-cracked ( ) or cracked concrete ( ) in the corresponding
τ τ
Rk,ucr Rk,cr
European Technical Specification
k
8
τ = h ⋅ f (8)
Rk,max ef ck,cube
π ⋅ d
k given in the relevant European Technical Specification for cracked and non-cracked

8
concrete [-]
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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.
 s spacing [mm], in case of multiple spacings the mean value of the spacings should be used
 s characteristic spacing, see Equation (4)
cr,Np
NOTE According to current experience the value for k is 7,2 for applications in cracked concrete and k = 10,1 for
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applications in non-cracked concrete.
6.2.3.4 Effect of the disturbance of stresses in the concrete
The factor ψ takes account of the disturbance of the distribution of stresses in the concrete due to edges
s,Np
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 (9).
c
ψ = 0,7+ 0,3⋅ ≤ 1   [-] (9)
s,Np
c
cr,Np
6.2.3.5 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   [-] (10)
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.
6.2.3.6 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,Np
fasteners of a group.
1
ψ = ≤ 1   [-] (11)
ec,Np
1+ 2⋅ e / s
N cr,Np
with:   e : eccentricity of the resulting tensile load acting on the tensioned fasteners (see CEN/TC 1992-4-
N
1:XXXX, 5.2).
Where there is an eccentricity in two directions, ψ shall be determined separately for each direction and
ec,Np
the product of both factors shall be inserted in Equation (1).
6.2.4 Concrete cone failure
The characteristic resistance of a single tensioned fastener and a group of tensioned fasteners in case of
concrete cone failure may be obtained by Equation (12).
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A
o c,N
N = N ⋅ ⋅ψ ⋅ψ ⋅ψ  [N] (12)
Rk,c Rk,c s,N re,N ec,N
o
A
c,N
The different factors of Equation (6.2) are given below.
6.2.4.1 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] (13)
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 3.3, 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] (14)
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.
0
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
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6.2.4.2 Geometric effect of axial spacing and edge distance
The geometric effect of axial spacings and edge distances on the characteri
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