FprEN 1995-2

SLOVENSKI STANDARD
oSIST prEN 1995-2:2023
01-december-2023
Evrokod 5 - Projektiranje lesenih konstrukcij - 2. del: Mostovi
Eurocode 5 - Design of timber structures - Part 2: Bridges
Eurocode 5 - Bemessung und Konstruktion von Holzbauten - Teil 2: Brücken
Eurocode 5 - Calcul des structures en bois - Partie 2 : Ponts
Ta slovenski standard je istoveten z: prEN 1995-2
ICS:
91.010.30 Tehnični vidiki Technical aspects
91.080.20 Lesene konstrukcije Timber structures
93.040 Gradnja mostov Bridge construction
oSIST prEN 1995-2:2023 en,fr,de
2003-01.Slovenski inštitut za standardizacijo. Razmnoževanje celote ali delov tega standarda ni dovoljeno.

oSIST prEN 1995-2:2023
oSIST prEN 1995-2:2023
DRAFT
EUROPEAN STANDARD
prEN 1995-2
NORME EUROPÉENNE
EUROPÄISCHE NORM
September 2023
ICS 93.040; 91.010.30; 91.080.20 Will supersede EN 1995-2:2004
English Version
Eurocode 5 - Design of timber structures - Part 2: Bridges
Eurocode 5 - Calcul des structures en bois - Part 2: Eurocode 5 - Bemessung und Konstruktion von
Ponts Holzbauten - Teil 2: Brücken
This draft European Standard is submitted to CEN members for enquiry. It has been drawn up by the Technical Committee
CEN/TC 250.
If this draft becomes a European Standard, CEN members are bound to comply with the CEN/CENELEC Internal Regulations
which stipulate the conditions for giving this European Standard the status of a national standard without any alteration.

This draft European Standard was established by CEN in three official versions (English, French, German). A version in any other
language made by translation under the responsibility of a CEN member into its own language and notified to the CEN-CENELEC
Management Centre has the same status as the official versions.

CEN members are the national standards bodies of Austria, Belgium, Bulgaria, Croatia, Cyprus, Czech Republic, Denmark, Estonia,
Finland, France, Germany, Greece, Hungary, Iceland, Ireland, Italy, Latvia, Lithuania, Luxembourg, Malta, Netherlands, Norway,
Poland, Portugal, Republic of North Macedonia, Romania, Serbia, Slovakia, Slovenia, Spain, Sweden, Switzerland, Türkiye and
United Kingdom.
Recipients of this draft are invited to submit, with their comments, notification of any relevant patent rights of which they are
aware and to provide supporting documentation.

Warning : This document is not a European Standard. It is distributed for review and comments. It is subject to change without
notice and shall not be referred to as a European Standard.

EUROPEAN COMMITTEE FOR STANDARDIZATION
COMITÉ EUROPÉEN DE NORMALISATION

EUROPÄISCHES KOMITEE FÜR NORMUNG

CEN-CENELEC Management Centre: Rue de la Science 23, B-1040 Brussels
© 2023 CEN All rights of exploitation in any form and by any means reserved Ref. No. prEN 1995-2:2023 E
worldwide for CEN national Members.

oSIST prEN 1995-2:2023
prEN 1995-2:2023(E)
Contents Page
European foreword . 5
Introduction . 6
1 Scope . 9
1.1 Scope of EN 1995-2 . 9
1.2 Assumptions . 9
2 Normative references . 9
3 Terms, definitions, symbols and abbreviations . 10
3.1 Terms and definitions . 10
3.2 Symbols and abbreviations . 15
3.2.1 Latin upper case letters . 15
3.2.2 Latin lower case letters . 16
3.2.3 Greek upper case letters . 17
3.2.4 Greek lower case letters . 18
3.2.5 Abbrevations . 18
4 Basis of design . 19
4.1 General rules . 19
4.1.1 Basic requirements . 19
4.1.2 Design service life . 19
4.1.3 Robustness . 21
4.2 Principles of limit state design . 22
4.3 Basic variables . 22
4.3.1 Actions and environmental influences . 22
4.3.2 Seismic design - Ductile behaviour . 24
4.4 Verification by the partial factor method . 24
5 Materials . 24
5.1 Timber . 24
5.2 Concrete . 25
5.3 Steel. 25
5.4 Fasteners . 25
5.5 Fibre-Polymer Composite . 26
6 Durability . 27
6.1 Constructive measures . 27
6.1.1 General. 27
6.1.2 Protected members . 27
6.1.3 Moisture protection of wood and wood-based materials . 28
6.2 Water Management . 28
6.2.1 General. 28
6.2.2 Protection of timber decks from water by sealing . 29
6.2.3 Sealing systems . 30
6.3 Protection of steel elements against corrosion . 31
6.4 Inspection and maintenance of timber bridges . 33
7 Structural analysis . 33
7.1 Laminated timber decks . 33
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7.1.1 System stiffness, Numerical analysis . 33
7.1.2 Effective loaded area for concentrated vertical loads . 34
7.2 Timber-concrete composite (TCC) . 34
7.3 Other composite members . 35
7.4 Planks. 35
7.5 Integral abutment bridges . 35
7.6 Bracings . 35
7.7 Bearings . 36
8 Ultimate limit states . 36
8.1 Timber decks . 36
8.1.1 System strength . 36
8.1.2 Stress-laminated timber decks in bridges . 37
8.2 TCC bridge structures . 38
8.2.1 Beams and slabs - Verification of composite cross sections . 38
8.2.2 Adhesively bonded TCC bridges . 39
8.2.3 Detailing of the surface and the cross section of the bridge . 40
8.2.4 Detailing of the shear connection . 40
9 Serviceability limit states . 41
9.1 Irreversible deformations of stress-laminated timber decks . 41
9.2 Deflections . 42
9.3 Vibrations, damping . 43
9.3.1 Vibrations induced by pedestrians . 43
9.3.2 Vibrations of road bridges. 48
9.3.3 Vibrations caused by wind . 49
10 Fatigue . 49
10.1 General . 49
10.2 Fatigue loading . 49
10.3 Fatigue verification . 50
10.4 Simplified fatigue verification . 50
11 Joints and Connections . 51
11.1 General . 51
11.2 Laterally loaded dowel-type fasteners . 51
11.3 Notched connections in timber-concrete composites . 51
Annex A (normative) Evaluation of effective composite creep coefficients . 52
A.1 Use of this annex . 52
A.2 Scope and field of application . 52
A.3 General . 52
Annex B (informative) Inspection and maintenance of timber bridges . 55
B.1 Use of this annex . 55
B.2 Scope and field of application . 55
B.3 Moisture measurements . 55
B.4 Maintenance strategy . 55
Annex C (informative) Additional information on bearing and timber bridges under low
seismic action . 57
C.1 Use of this annex . 57
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prEN 1995-2:2023(E)
C.2 Scope and field of application . 57
C.3 Basis of design . 58
C.4 Modelling . 58
C.5 Force-based approach . 58
C.6 Bearing. 59
Annex D (informative) Examples for Detailing . 63
D.1 Use of this annex . 63
D.2 Scope and field of application . 63
D.3 General. 63
D.4 Protection concepts . 63
D.5 Structural detailing . 66
D.6 Installation of monitoring systems . 77
Annex E (informative) Dimensional changes due to environmental effects . 79
E.1 Use of this annex . 79
E.2 Scope and field of application . 79
E.3 Variations in temperature and moisture content . 79
E.3.1 Temperature. 79
E.3.2 Moisture . 80
E.4 Dimensional changes in timber bridge parts . 80
E.4.1 General. 80
E.4.2 Longitudinally fixed timber deck . 81
E.4.3 Stressing rods and bars of steel . 81
E.4.4 Cupping of prestressed timber decks . 81
Bibliography . 82

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prEN 1995-2:2023 (E)
European foreword
This document (prEN 1995-2:2023) has been prepared by Technical Committee CEN/TC 250 “Structural
Eurocodes”, the secretariat of which is held by BSI. CEN/TC 250 is responsible for all Structural Euro-
codes and has been assigned responsibility for structural and geotechnical design matters by CEN.
This document will supersede EN 1995-2:2004.
The first generation of EN Eurocodes was published between 2002 and 2007. This document forms part
of the second generation of the Eurocodes, which have been prepared under Mandate M/515 issued to
CEN by the European Commission and the European Free Trade Association.
The Eurocodes have been drafted to be used in conjunction with relevant execution, material, product
and test standards, and to identify requirements for execution, materials, products and testing that are
relied upon by the Eurocodes.
The Eurocodes recognize the responsibility of each Member State and have safeguarded their right to
determine values related to regulatory safety matters at national level through the use of National
Annexes.
The main changes compared to the previous edition are listed below:
— Categorization of bridges depending on intended service life (4.1.2);
— Major changes to clause on Durability (Clause 6);
— Examples for detailing of Timber Bridges (Annex D);
— Requirements for inspection (6.4);
— Design rules for timber concrete composite-bridges (8.2);
— Changes to clause on serviceability limit states (Clause 9);
— Changes to clause on Fatigue (Clause 10).
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Introduction
0.1 Introduction to the Eurocodes
The Structural Eurocodes comprise the following standards generally consisting of a number of Parts:
— EN 1990 Eurocode: Basis of structural and geotechnical design
— EN 1991 Eurocode 1: Actions on structures
— EN 1992 Eurocode 2: Design of concrete structures
— EN 1993 Eurocode 3: Design of steel structures
— EN 1994 Eurocode 4: Design of composite steel and concrete structures
— EN 1995 Eurocode 5: Design of timber structures
— EN 1996 Eurocode 6: Design of masonry structures
— EN 1997 Eurocode 7: Geotechnical design
— EN 1998 Eurocode 8: Design of structures for earthquake resistance
— EN 1999 Eurocode 9: Design of aluminium structures
— New parts are under development, e.g. Eurocode for design of structural glass
The Eurocodes are intended for use by designers, clients, manufacturers, constructors, relevant
authorities (in exercising their duties in accordance with national or international regulations),
educators, soft-ware developers, and committees drafting standards for related product, testing and
execution standards.
NOTE Some aspects of design are most appropriately specified by relevant authorities or, where not specified,
can be agreed on a project-specific basis between relevant parties such as designers and clients. The Eurocodes
identify such aspects making explicit reference to relevant authorities and relevant parties.
0.2 Introduction to EN 1995 (all parts)
EN 1995 (all parts) describes the principles and requirements for safety, serviceability and durability of
timber structures. It is based on the limit state concept used in conjunction with a partial factor method.
Numerical values for partial factors and other reliability parameters are recommended as basic values
that provide an acceptable level of reliability. They have been selected assuming that an appropriate level
of workmanship and of quality management applies. When EN 1995-2 is used as a base document by
other CEN/TCs the same values need to be taken.
EN 1995 (all parts) applies to the design of buildings and civil engineering works in timber (solid timber,
sawn, planed or in pole form, structural finger jointed timber, glued solid timber, glued laminated timber,
cross laminated timber and structural laminated veneer lumber), wood-based panels and softboards as
sheeting of timber frame members jointed together with adhesives or mechanical fasteners. It complies
with the principles and requirements for the safety and serviceability of structures, the basis of their
design and verification that are given in EN 1990.
EN 1995 (all parts) is only concerned with requirements for mechanical resistance, serviceability,
durability and fire resistance of timber structures. Other requirements, e.g. concerning thermal or sound
insulation, are not considered.
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prEN 1995-2:2023 (E)
EN 1995 is subdivided in various parts:
— EN 1995-1 Design of timber structures — Part 1: General rules and rules for buildings
— EN 1995-2 Design of timber structures — Part 2: Bridges
— EN 1995-3 Design of timber structures — Part 3: Execution
EN 1995-1 in itself does not exist as a physical document, but comprises the following 3 separate parts:
— EN 1995-1-1 Design of timber structures — Part 1-1 General rules and rules for buildings
— EN 1995-1-2 Design of timber structures — Part 1-2: Structural fire design
— CEN/TS 19103 Eurocode 5 — Design of Timber Structures — Structural design of timber-concrete
composite structures — Common rules and rules for buildings
EN 1995-2 “Bridges” refers to the common rules in EN 1995-1-1 and supplements, modifies or
supersedes them, where relevant.
EN 1995-3 “Execution” refers to the common rules in EN 1995-1-1 and supplements, modifies or
supersedes them, where relevant
0.3 Introduction to EN 1995-2
This document provides general design rules for the structural parts of timber bridges.
0.4 Verbal forms used in the Eurocodes
The verb “shall” expresses a requirement strictly to be followed and from which no deviation is permitted
in order to comply with the Eurocodes.
The verb “should” expresses a highly recommended choice or course of action. Subject to national
regulation and/or any relevant contractual provisions, alternative approaches could be used/adopted
where technically justified.
The verb “may” expresses a course of action permissible within the limits of the Eurocodes.
The verb “can” expresses possibility and capability; it is used for statements of fact and clarification of
concepts.
0.5 National annex for EN 1995-2
National choice is allowed in this document where explicitly stated within notes. National choice includes
the selection of values for Nationally Determined Parameters (NDPs).
The national standard implementing EN 1995-2 can have a National Annex containing all national choices
to be used for the design of buildings and civil engineering works to be constructed in the relevant
country.
When no national choice is given, the default choice given in this document is to be used.
When no national choice is made and no default is given in this document, the choice can be specified by
a relevant authority or, where not specified, agreed for a specific project by appropriate parties.
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prEN 1995-2:2023(E)
National choice is allowed in EN 1995-2 through notes to the following clauses:
4.1.2.1 4.3.1.3 9.2 10.4
National choice is allowed in EN 1995-2 on the application of the following informative annexes:
Annex B Annex C Annex D Annex E
The National Annex can contain, directly or by reference, non-contradictory complementary information
for ease of implementation, provided it does not alter any provisions of the Eurocodes.
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prEN 1995-2:2023 (E)
1 Scope
1.1 Scope of EN 1995-2
(1) This document gives general design rules for the structural parts of bridges, i.e. structural members
of importance for the reliability of the whole bridge or major parts of it, made of timber or other wood-
based materials, either singly or compositely with concrete, steel or other materials.
1.2 Assumptions
(1) The general assumptions of EN 1990 apply.
(2) EN 1995-2 is intended to be used in conjunction with EN 1990, EN 1991 (all parts), EN 1995 (all
parts), CEN/TS 19103, EN 1997 (all parts) and EN 1998-2.
(3) Rules for prestressed TCC elements are not covered by this document. Rules for the design of stress-
laminated timber decks used as part of a TCC system are given.
(4) Systems which rely on friction between wood and concrete are with the exception of stress-laminated
timber decks not covered by this document.
2 Normative references
The following documents are referred to in the text in such a way that some or all of their content
constitutes requirements of this document. For dated references, only the edition cited applies. For
undated references, the latest edition of the referenced document (including any amendments) applies.
NOTE See the Bibliography for a list of other documents cited that are not normative references, including
those referenced as recommendations (i.e. in ‘should’ clauses), permissions (‘may’ clauses), possibilities ('can'
clauses), and in notes.
EN 1990:2023, Eurocode - Basis of structural and geotechnical design
EN 1991 (all parts), Eurocode 1 — Actions on structures
EN 1992-1-1:—, Eurocode 2 — Design of concrete structures — Part 1-1: General rules and rules for
buildings, bridges and civil engineering structures
EN 1993-1-4:—, Eurocode 3 — Design of steel structures — Part 1-4: Stainless steel structures
EN 1993-1-11:—, Eurocode 3 — Design of steel structure — Part 1-11: Tension components
EN 1993-2:—, Eurocode 3 — Design of steel structures — Part 2: Bridges
EN 1995-1-1:—, Eurocode 5 — Design of timber structures — Part 1-1: General rules and rules for
buildings
EN 1995-3:—, Eurocode 5 — Design of timber structures Part 3: Execution

Under preparation. Stage at the time of publication: prEN 1992-1-1:2021.
Under preparation. Stage at the time of publication: prEN 1992-1-4:2023.
Under development.
Under development.
Under preparation. Stage at the time of publication: prEN 1995-1-1:2023.
Under preparation. Stage at the time of publication: prEN 1995-3:2023.
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CEN/TS 19103, Eurocode 5: Design of Timber Structures - Structural design of timber-concrete composite
structures - Common rules and rules for buildings
EN 1998-1-1:—, Eurocode 8 – Design of structures for earthquake resistance – Part 1-1: General rules and
seismic action
EN 1998-2:—, Eurocode 8 — Design of structures for earthquake resistance — Part 2: Bridges
EN 13183-2, Moisture content of a piece of sawn timber — Part 2: Estimation by electrical resistance
method
3 Terms, definitions, symbols and abbreviations
3.1 Terms and definitions
For the purposes of this document, the terms and definitions given in EN 1995-1-1:— , CEN/TS 19103,
EN 1995-3:— and the following apply.
3.1.1
protected bridge
bridge in which all main bearing members are designed as protected members (3.1.2)
3.1.2
protected member
structural member not exposed to direct weathering such as rain, snow or other sources of moisture
ingress
Note 1 to entry: Protected members are provided with weather protection, e.g. in form of claddings or side faces,
sealed deck surface or an adequate roof overhang in both longitudinal and transversal directions (see Figure 3.1),
so that an accumulation of moisture is unlikely. This includes truss nodes and end grain areas as well. For more in
detail see design examples of detailing in Annex D.

Key
M Membrane or weather-resistant layer
1 Covered pedestrian bridge (bridge with a roof)
2 Trough bridge
3 Deck bridges
Figure 3.1 — Examples of protected bridges

Under preparation. Stage at the time of publication: prEN 1998-1-1:2022.
Under preparation. Stage at the time of publication: prEN 1998-2:2023.
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prEN 1995-2:2023 (E)
3.1.3
unprotected member
structural member that is not protected or partially unprotected from weathering but is within the limits
of Service Class (SC) 3
3.1.4
unprotected bridge
bridge where some main structural members have not a full protection and durability (3.1.9)
requirements are not fully met
3.1.5
timber bridge protected for a 50-year design service life
bridge in which all main bearing members are protected to ensure a design service life T of 50 years
life
(see Table 4.1, line 2)
3.1.6
covered bridge
bridge with roof structure
3.1.7
sealing system
layer preventing the penetration of water and moisture
Note 1 to entry: A sealing system consists of the layers primer, sealant membrane and protection (base) layer
adapted to each other.
3.1.8
floating sealing system
sealing system (3.1.7) where there is no shear connection between surface composition and
superstructure
Note 1 to entry: See e.g. a rear-ventilated road surface as it is shown in Annex D.
3.1.9
durability
ability of a structure or structural member to satisfy, with planned maintenance, its design performance
requirements over the design service life
[SOURCE: EN 1990:2023, definition 3.1.2.31]
Note 1 to entry: For timber this also includes evaluation of its inherent resistance against wood destroying
organisms.
3.1.10
ancillary structural element
replaceable structural element that does not form part of the main structure of the bridge but is provided
for other reasons
Note 1 to entry: Examples of ancillary structural elements are handrails, plankings, claddings, guard rails, ladders,
transition joints and pavements.
Note 2 to entry: Kerbs, bearings or parts of bearings, and cantilevered parapets are not ancillary structural elements.
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prEN 1995-2:2023(E)
3.1.11
secondary seismic element
structural member that is not considered as part of the primary system and whose resistance and
stiffness against seismic actions are neglected
[SOURCE: EN 1998-1-1:— , 3.1.31]
3.1.12
shear connection
interconnection between two or more components that has sufficient strength and stiffness to enable the
two components to be designed as parts of a single structural member
Note 1 to entry: Examples include reinforcing steel of any material, notches, plates and continuous fasteners, any of
which can be either mechanically fixed or bonded.
3.1.13
timber-concrete composite
TCC
superstructure made of timber and concrete connected by shear connections (3.1.12)
Note 1 to entry: For examples, see Figure 3.2.

Key
X Connection between timber and concrete
M Membrane or weather-resistant layer
NOTE For established TCC connections, see Figure D.4.2.
Figure 3.2 — Examples of cross sections from TCC bridge types
3.1.14
notched connection
shear connection (3.1.12) consisting of a concrete cam embedded in the timber component and a
reinforcing steel or similar aid that prevents the concrete component from lifting off
Note 1 to entry: for examples see Figure D.4.2 and CEN/TS 19103.
Note 2 to entry: an example of a notched connection in a girder that has no constant height is shown in Figure 8.2.
3.1.15
adhesively bonded timber-concrete composite (TCC) bridge
TCC bridge in which the shear connection (3.1.12) between concrete slab and the wooden longitudinal
beams of the superstructure is achieved by direct bonding
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3.1.16
laminated timber deck
deck consisting of adjacent laminations that are joined together edgewise or flatwise by means of
mechanical fastening, gluing, or prestressing
Note 1 to entry: Glued laminated timber decks consisting of layers are typically made of glulam according to
EN 14080 (edgewise orientation), block glued glulam according to EN 14080 or GLVL according to a European
Technical Assessment (ETA).
Note 2 to entry: See Figure 8.1 and EN 1995-1-1:— , Figure U.1, for different types of laminates.
3.1.17
stress-laminated timber deck
laminated deck plate made of edgewise arranged laminations with the surfaces being either sawn or
planed, held together by prestressing
Note 1 to entry: See Figure 8.1 a) and c).
3.1.18
glued laminated timber deck
laminated deck plate made of flatwise oriented glulam, block glued glulam or GLVL, see Figure 8.1 b)
3.1.19
cross-laminated timber deck
laminated deck plate made of cross-laminated timber
3.1.20
prestressing
permanent stress acting on a structure as a result of controlled forces and/or deformations
Note 1 to entry: An example is the lateral prestressing of timber deck plates by means of bars or tendons, see
Figure 8.1 a) and c).
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3.1.21
bracing
structure to stabilize members
Note 1 to entry: Possible elements of bracing systems are struts and ties, portal bracing, sway bracing, cross or
lateral bracing, see Figure 3.3.

Key
1 Deck
2 Portal frame / portal bracing
3 Sway bracing
4 Strut
5 Lateral wind bracing
6 Clearance gauge (area)
7 Headroom (height of the clearance gauge)
8 Stringer
Figure 3.3 — Typical elements of bracing systems
3.1.22
European Technical Product Specification
— a European Product Standard (EN),
— or a European Technical Specification (TS),
— or a European Technical Assessment (ETA) based on a European Assessment Document (EAD),
— or a product documentation based on a transparent and reproducible assessment that complies with
all requirements of the relevant EAD
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3.2 Symbols and abbreviations
For the purpose of this document, the following symbols and abbreviations apply.
3.2.1 Latin upper case letters
A area, bridge floor area
A effective area of the concrete cross section
conc,eff
A area of the timber cross section
tim
E modulus of elasticity of the concrete cross section
conc
E modulus of elasticity of the timber cross section
tim
F force
F cupping force (see Annex E)
cupping
Ft,Ed design value of tensile force between cross section members
F design value of shear force between cross section members
v,Ed
F minimum long-term residual compressive force due to prestressing
p,min
F design minimum long-term residual compressive force per unit length due to prestressing.
p,min,d
F design shear force per unit length, caused by horizontal actions
v,x,d
F design shear force per unit length, caused by vertical actions
v,z,d
F limiting value for wind force
Wk
H depth of a cross section
H depth of the plate of a timber-concrete element
H depth of the timber element of a timber-concrete element
Iconc moment of inertia of the concrete cross section
I moment of inertia of the timber cross section
tim
L span of the beam; distance between points of contraflexure in the beam
L distance from the sea.
sea
L distance from roads with heavy traffic with de-icing salt
street
L length of timber in front of the notch
v
M* modal mass of a bridge in kg
M* modal mass of a bridge in kg for vertical vibrations
vert
M* modal mass of a bridge in kg for horizontal vibrations
hor
N number of heavy vehicles expected per year and per slow lane
obs
Q characteristic value of the concentrated load (wheel load) on a footbridge;
fWk
R stress ratio (arithmetical minimum stress to maximum stress of a particular stress cycle)
T
in timber design
T design service life of the structure expressed in years
lf
C atmospheric exposure category
E
CL comfort level according
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C resistance class for metal fastener or connector made of carbon steel to corrosion
R
R stress ratio (arithmetical minimum stress to maximum stress of a particular stress cycle)
T
in timber design
S seismic action index
δ
T timber exposure category according
E
T 3 timber resistance class according
R
TC traffic class according
T maximum uniform bridge temperature component
N,max
T maximum air temperature in the shade with an annual probability of exceedance of 0,02
max
T minimum uniform bridge temperature component
N,min
T minimum air temperature in the shade with an annual probability of exceedance of 0,02
min
3.2.2 Latin lower case letters
a horizontal acceleration caused by 1 person crossing the bridge
hor,1
a horizontal acceleration caused by n persons crossing the bridge
hor,n
a limiting horizontal acceleration
lim,horizontal
a limiting vertical acceleration
lim,vertical
a vertical acceleration caused by 1 person crossing the bridge
vert,1
a vertical acceleration caused by n persons crossing the bridge
vert,n
b minimum cross sectional width between exposed surfaces
b effective width / breadth
ef
b mean value of the width of the cross section
mean
b width of the loaded area on the contact surface of the pavement;
w
b width based on timber deck system
w,system
r radius
c minimum concrete cover for durability of steel reinforcement
min,dur
c nominal concrete cover to the reinforcement
nom
d diameter of a fastener, reinforcing steel or rebar; density of pedestrians [P/m ]
d effective displacement due to spatial variation
eg
d effective seismic displacement of bearing due to structural deformation
es
d design value of displacement in seismic design situation
Ed
d design seismic displacement
E
d long-term displacement due to permanent and quasi-permanent actions
G
d displacement due to thermal movements
T
e effective inner cantilever of the timber cross section
f horizontal / lateral fundamental natural frequency of the bridge
hor
f characteristic strength
k
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f vertical and longitudinal fundamental natural frequency of the bridge
vert
k deformation factor in the timber-concrete composite (TCC)
def,comp
k final deformation factor of timber
def,M
k factor representing the reduction of fatigue strength with number of load cycles
fat
k factor for pedestrians on the loaded surface, depending on the traffic class
n
k factor accounting for the material behaviour and degree of compressive deformation
mat
perpendicular to grain
k system strength factor
sys
lc,90 compressed length parallel to grain
l minimum overlap length
ov
l minimum length of bearing for safe transmission of force
m
m mass per unit length
mc moisture content [%]
mc maximum moisture content per year in [%]
max
mc minimum moisture content per year in [%]
min
mc expected moisture content in use
use
n number of pedestrians on the loaded surface, depending of the traffic class TC
q behaviour factor in horizontal direction in seismic areas
qR behaviour factor component accounting for overstrength due to the redistribution of
seismic action effects in redundant structures
q behaviour factor component accounting for the deformation capacity and energy
D
dissipation capacity of a fixed based structure
q behaviour factor component accounting for overstrength due to all other sources
s
t thickness
t thickness of wood-based wearing surface
v
z distance between the centres of gravity of the cross sections
3.2.3 Greek upper case letters
Δmc variation of yearly moisture content in [%] averaged over the cross section
Δφ effective creep coefficient in the concrete cross section in the interval i
comp,i
Δk effective creep coefficient in the timber cross section in the interval i
def,comp,i
Δmc expected yearly moisture variation in [%]
Δφ increase of the material creep coefficient of the concrete within the interval i
M,i
Δψ creep coefficient of the composite cross section
i
Δkdef,M,i increase of the material coefficient in the timber in the interval i
ΔT linear temperature difference component (heating)
M,heat
ΔT linear temperature difference component (cooling)
M,cool
oSIST prEN 1995-2:2023
prEN 1995-2:2023(E)
θ angle of dispersion to the horizontal for the laminated timber deck, in degrees
load,2
3.2.4 Greek lower case letters
β factor based on the damage consequence
γ1 composite factor
γ material partial factor for fatigue loading
M,fat
δ flexibility of the concrete cross section
conc,1,1
δ flexibility of the timber cross section
tim,1,1
ζ ratio of critical damping to the relevant natural frequency
η factor to account for the difference between the undistributed compressive strength of
cc
a cylinder and the effective compressive strength that ca
...