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DESIGNERS’ GUIDES TO THE EUROCODES
DESIGNERS’ GUIDE TO EN 1992-2
EUROCODE 2: DESIGN OF CONCRETE STRUCTURES
PART 2: CONCRETE BRIDGES

Eurocode Designers’ Guide Series
Designers’ Guide to EN 1990. Eurocode: Basis of Structural Design. H. Gulvanessian, J.-A. Calgaro and
M. Holický. 0 7277 3011 8. Published 2002.
Designers’ Guide to EN 1994-1-1. Eurocode 4: Design of Composite Steel and Concrete Structures. Part 1.1:
General Rules and Rules for Buildings. R. P. Johnson and D. Anderson. 0 7277 3151 3. Published 2004.
Designers’ Guide to EN 1997-1. Eurocode 7: Geotechnical Design – General Rules. R. Frank, C. Bauduin,
R. Driscoll, M. Kavvadas, N. Krebs Ovesen, T. Orr and B. Schuppener. 0 7277 3154 8. Published 2004.
Designers’ Guide to EN 1993-1-1. Eurocode 3: Design of Steel Structures. General Rules and Rules for Buildings.
L. Gardner and D. Nethercot. 0 7277 3163 7. Published 2004.
Designers’ Guide to EN 1992-1-1 and EN 1992-1-2. Eurocode 2: Design of Concrete Structures. General Rules
and Rules for Buildings and Structural Fire Design. A.W. Beeby and R. S. Narayanan. 0 7277 3105 X. Published
2005.
Designers’ Guide to EN 1998-1 and EN 1998-5. Eurocode 8: Design of Structures for Earthquake Resistance.
General Rules, Seismic Actions, Design Rules for Buildings, Foundations and Retaining Structures. M. Fardis,
E. Carvalho, A. Elnashai, E. Faccioli, P. Pinto and A. Plumier. 0 7277 3348 6. Published 2005.
Designers’ Guide to EN 1995-1-1. Eurocode 5: Design of Timber Structures. Common Rules and for Rules and
Buildings. C. Mettem. 0 7277 3162 9. Forthcoming: 2007 (provisional).
Designers’ Guide to EN 1991-4. Eurocode 1: Actions on Structures. Wind Actions. N. Cook. 0 7277 3152 1.
Forthcoming: 2007 (provisional).
Designers’ Guide to EN 1996. Eurocode 6: Part 1.1: Design of Masonry Structures. J. Morton. 0 7277 3155 6.
Forthcoming: 2007 (provisional).
Designers’ Guide to EN 1991-1-2, 1992-1-2, 1993-1-2 and EN 1994-1-2. Eurocode 1: Actions on Structures.
Eurocode 3: Design of Steel Structures. Eurocode 4: Design of Composite Steel and Concrete Structures. Fire
Engineering (Actions on Steel and Composite Structures). Y. Wang, C. Bailey, T. Lennon and D. Moore.
0 7277 3157 2. Forthcoming: 2007 (provisional).
Designers’ Guide to EN 1993-2. Eurocode 3: Design of Steel Structures. Bridges. C. R. Hendy and C. J. Murphy.
Designers’ Guide to EN 1991-2, 1991-1-1, 1991-1-3 and 1991-1-5 to 1-7. Eurocode 1: Actions on Structures.
Traﬃc Loads and Other Actions on Bridges. J.-A. Calgaro, M. Tschumi, H. Gulvanessian and N. Shetty.
Designers’ Guide to EN 1991-1-1, EN 1991-1-3 and 1991-1-5 to 1-7. Eurocode 1: Actions on Structures. General
Rules and Actions on Buildings (not Wind). H. Gulvanessian, J.-A. Calgaro, P. Formichi and G. Harding.
Designers’ Guide to EN 1994-2. Eurocode 4: Design of Composite Steel and Concrete Structures. Part 2: General
Rules and Rules for Bridges. C. R. Hendy and R. P. Johnson. 0 7277 3161 0. Published 2006.
www.eurocodes.co.uk

DESIGNERS’ GUIDES TO THE EUROCODES
EUROCODE 2: DESIGN OF
CONCRETE STRUCTURES
PART 2: CONCRETE BRIDGES
C. R. HENDY and D. A. SMITH

Published by ICE Publishing, One Great George Street, Westminster, London SW1P 3AA.
Full details of ICE Publishing sales representatives and distributors can be found at:
www.icevirtuallibrary.com/info/printbooksales
First published 2007
Reprinted 2010
Reprinted with amendments 2013
Eurocodes Expert
Structural Eurocodes offer the opportunity of harmonized design standards for the European
construction market and the rest of the world. To achieve this, the construction industry needs to
become acquainted with the Eurocodes so that the maximum advantage can be taken of these
opportunities
Eurocodes Expert is a new ICE and Thomas Telford initiative set up to assist in creating a greater
awareness of the impact and implementation of the Eurocodes within the UK construction industry
Eurocodes Expert provides a range of products and services to aid and support the transition to
Eurocodes. For comprehensive and useful information on the adoption of the Eurocodes and their
implementation process please visit our website or email eurocodes@thomastelford.com
A catalogue record for this book is available from the British Library
ISBN: 978-0-7277-3159-3
# The authors and Thomas Telford Limited 2007
All rights, including translation, reserved. Except as permitted by the Copyright, Designs and Patents
Act 1988, no part of this publication may be reproduced, stored in a retrieval system or transmitted
in any form or by any means, electronic, mechanical, photocopying or otherwise, without the
prior written permission of the Publisher, ICE Publishing, One Great George Street, Westminster,
London SW1P 3AA.
This book is published on the understanding that the authors are solely responsible for the statements
made and opinions expressed in it and that its publication does not necessarily imply that such
statements and/or opinions are or reflect the views or opinions of the publishers. While every effort
has been made to ensure that the statements made and the opinions expressed in this publication
provide a safe and accurate guide, no liability or responsibility can be accepted in this respect by the
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Typeset by Academic þ Technical, Bristol
Printed and bound by CPI Group (UK) Ltd, Croydon CR0 4YY

Preface
Aims and objectives of this guide
The principal aim of this book is to provide the user with guidance on the interpretation and
use of EN 1992-2 and to present worked examples. It covers topics that will be encountered
in typical concrete bridge designs and explains the relationship between EN 1992-2 and the
other Eurocodes.
EN 1992-2 is not a ‘stand alone’ document and refers extensively to other Eurocodes. Its
format is based on EN 1992-1-1 and generally follows the same clause numbering. It
identifies which parts of EN 1992-1-1 are relevant for bridge design and adds further
clauses that are specific to bridges. It is therefore not useful to produce guidance on
EN 1992-2 in isolation and so this guide covers material in EN 1992-1-1 which will need
to be used in bridge design.
This book also provides background information and references to enable users of
Eurocode 2 to understand the origin and objectives of its provisions.
Layout of this guide
EN 1992-2 has a foreword, 13 sections and 17 annexes. This guide has an introduction which
corresponds to the foreword of EN 1992-2, Chapters 1 to 10, which correspond to Sections 1
to 10 of the Eurocode and Annexes A to Q which again correspond to Annexes A to Q of the
Eurocode.
The guide generally follows the section numbers and first sub-headings in EN 1992-2 so that
guidance can be sought on the code on a section by section basis. The guide also follows the
format of EN 1992-2 to lower levels of sub-heading in cases where this can conveniently be
done and where there is sufficient material to merit this. The need to use several Eurocode
parts can initially make it a daunting task to locate information in the order required for a
real design. In some places, therefore, additional sub-sections are included in this guide to
pull together relevant design rules for individual elements, such as pile caps. Additional
sub-sections are identified as such in the sub-section heading.
The following parts of the Eurocode are intended to be used in conjunction with
Eurocode 2:
EN 1990: Basis of structural design
EN 1991: Actions on structures
EN 1997: Geotechnical design
EN 1998: Design of structures for earthquake resistance
hENs: Construction products relevant for concrete structures
EN 13670: Execution (construction) of concrete structures
These documents will generally be required for a typical concrete bridge design, but discus-
sion on them is generally beyond the scope of this guide.

In this guide, references to Eurocode 2 are made by using the abbreviation ‘EC2’ for
EN 1992, so EN 1992-1-1 is referred to as EC2-1-1. Where clause numbers are referred to
in the text, they are prefixed by the number of the relevant part of EC2. Hence:
. 2-2/clause 6.3.2(6) means clause 6.3.2, paragraph (6), of EC2-2
. 2-1-1/clause 6.2.5(1) means clause 6.2.5, paragraph (1), of EC2-1-1
. 2-2/Expression (7.22) means equation (7.22) in EC2-2
. 2-1-1/Expression (7.8) means equation (7.8) in EC2-1-1.
Note that, unlike in other guides in this series, even clauses in EN 1992-2 itself are prefixed
with ‘2-2’. There are so many references to other parts of Eurocode 2 required that to do
otherwise would be confusing.
Where additional equations are provided in the guide, they are numbered sequentially
within each sub-section of a main section so that, for example, the third additional expres-
sion within sub-section 6.1 would be referenced equation (D6.1-3). Additional figures and
tables follow the same system. For example, the second additional figure in section 6.4
would be referenced Figure 6.4-2.
Acknowledgements
Chris Hendy would like to thank his wife, Wendy, and two boys, Peter Edwin Hendy and
Matthew Philip Hendy, for their patience and tolerance of his pleas to finish ‘just one
more section’.
David Smith would like to thank his wife, Emma, for her limitless patience during prepara-
tion of this guide. He also acknowledges his son, William Thomas Smith, and the continued
support of Brian and Rosalind Ruffell-Ward from the very beginning.
Both authors would also like to thank their employer, Atkins, for providing both facilities
and time for the production of this guide. They also wish to thank Dr Paul Jackson and Dr
Steve Denton for their helpful comments on the guide.
Chris Hendy
David A. Smith
vi

Contents
Preface v
Aims and objectives of this guide v
Layout of this guide v
Acknowledgements vi
Introduction 1
Additional information specific to EN 1992-2 2
Chapter 1. General 3
1.1. Scope 3
1.1.1. Scope of Eurocode 2 3
1.1.2. Scope of Part 2 of Eurocode 2 4
1.2. Normative references 4
1.3. Assumptions 4
1.4. Distinction between principles and application rules 5
1.5. Definitions 5
1.6. Symbols 5
Chapter 2. Basis of design 7
2.1. Requirements 7
2.2. Principles of limit state design 7
2.3. Basic variables 7
2.4. Verification by the partial factor method 9
2.4.1. General 9
2.4.2. Design values 9
2.4.3. Combinations of actions 9
2.5. Design assisted by testing 10
2.6. Supplementary requirements for foundations 10
Chapter 3. Materials 11
3.1. Concrete 11
3.1.1. General 11
3.1.2. Strength 11
3.1.3. Elastic deformation 14
3.1.4. Creep and shrinkage 14
3.1.5. Concrete stress–strain relation for non-linear structural
analysis 19

3.1.6. Design compressive and tensile strengths 20
3.1.7. Stress–strain relations for the design of sections 21
3.1.8. Flexural tensile strength 22
3.1.9. Confined concrete 23
3.2. Reinforcing steel 23
3.2.1. General 23
3.2.2. Properties 23
3.2.3. Strength 23
3.2.4. Ductility 24
3.2.5. Welding 25
3.2.6. Fatigue 25
3.2.7. Design assumptions 25
3.3. Prestressing steel 25
3.3.1. General 25
3.3.2. Properties 26
3.3.3. Strength 27
3.3.4. Ductility characteristics 27
3.3.5. Fatigue 28
3.3.6. Design assumptions 28
3.4. Prestressing devices 29
3.4.1. Anchorages and couplers 29
3.4.2. External non-bonded tendons 29
Chapter 4. Durability and cover to reinforcement 31
4.1. General 31
4.2. Environmental conditions 32
4.3. Requirements for durability 35
4.4. Methods of verification 36
4.4.1. Concrete cover 36
Chapter 5. Structural analysis 39
5.1. General 39
5.2. Geometric imperfections 40
5.2.1. General (additional sub-section) 40
5.2.2. Arches (additional sub-section) 43
5.3 Idealization of the structure 44
5.3.1 Structural models for overall analysis 44
5.3.2. Geometric data 44
5.4. Linear elastic analysis 48
5.5. Linear elastic analysis with limited redistribution 49
5.6. Plastic analysis 52
5.6.1. General 52
5.6.2. Plastic analysis for beams, frames and slabs 52
5.6.3. Rotation capacity 53
5.6.4. Strut-and-tie models 56
5.7. Non-linear analysis 58
5.7.1. Method for ultimate limit states 58
5.7.2. Scalar combinations 60
5.7.3. Vector combinations 61
5.7.4. Method for serviceability limit states 62
5.8. Analysis of second-order effects with axial load 62
5.8.1. Definitions and introduction to second-order effects 62
5.8.2. General 63
5.8.3. Simplified criteria for second-order effects 64
viii

5.8.4. Creep 69
5.8.5. Methods of analysis 70
5.8.6. General method – second-order non-linear analysis 70
5.8.7. Second-order analysis based on nominal stiffness 71
5.8.8. Method based on nominal curvature 76
5.8.9. Biaxial bending 80
5.9. Lateral instability of slender beams 80
5.10. Prestressed members and structures 81
5.10.1. General 81
5.10.2. Prestressing force during tensioning 82
5.10.3. Prestress force 83
5.10.4. Immediate losses of prestress for pre-tensioning 84
5.10.5. Immediate losses of prestress for post-tensioning 85
5.10.6. Time-dependent losses 90
5.10.7. Consideration of prestress in the analysis 95
5.10.8. Effects of prestressing at the ultimate limit state 96
5.10.9. Effects of prestressing at the serviceability and fatigue
limit states 98
5.11. Analysis for some particular structural members 104
Chapter 6. Ultimate limit states 105
6.1. ULS bending with or without axial force 105
6.1.1. General (additional sub-section) 105
6.1.2. Reinforced concrete beams (additional sub-section) 105
6.1.3. Prestressed concrete beams (additional sub-section) 118
6.1.4. Reinforced concrete columns (additional sub-section) 121
6.1.5. Brittle failure of members with prestress (additional
sub-section) 126
6.2. Shear 131
6.2.1. General verification procedure rules 132
6.2.2. Members not requiring design shear reinforcement 133
6.2.3. Members requiring design shear reinforcement 140
6.2.4. Shear between web and flanges of T-sections 154
6.2.5. Shear at the interface between concrete cast at different
times 158
6.2.6. Shear and transverse bending 160
6.2.7. Shear in precast concrete and composite construction
(additional sub-section) 160
6.3. Torsion 166
6.3.1. General 166
6.3.2. Design procedure 167
6.3.3. Warping torsion 171
6.3.4. Torsion in slabs (additional sub-section) 172
6.4. Punching 175
6.4.1. General 175
6.4.2. Load distribution and basic control perimeter 176
6.4.3. Punching shear calculation 177
6.4.4. Punching shear resistance of slabs and bases without
shear reinforcement 179
6.4.5. Punching shear resistance of slabs and bases with shear
reinforcement 183
6.4.6. Pile caps (additional sub-section) 185
6.5. Design with strut-and-ties models 193
6.5.1. General 193
ix
CONTENTS

6.5.2. Struts 193
6.5.3. Ties 195
6.5.4. Nodes 196
6.6. Anchorage and laps 201
6.7. Partially loaded areas 201
6.8. Fatigue 208
6.8.1. Verification conditions 208
6.8.2. Internal forces and stresses for fatigue verification 208
6.8.3. Combination of actions 209
6.8.4. Verification procedure for reinforcing and prestressing
steel 209
6.8.5. Verification using damage equivalent stress range 210
6.8.6. Other verification methods 212
6.8.7. Verification of concrete under compression or shear 213
6.9. Membrane elements 215
Chapter 7. Serviceability limit states 225
7.1. General 225
7.2. Stress limitation 226
7.3. Crack control 230
7.3.1. General considerations 230
7.3.2. Minimum areas of reinforcement 232
7.3.3. Control of cracking without direct calculation 234
7.3.4. Control of crack widths by direct calculation 237
7.4. Deflection control 243
7.5. Early thermal cracking (additional sub-section) 243
Chapter 8. Detailing of reinforcement and prestressing steel 245
8.1. General 245
8.2. Spacing of bars 246
8.3. Permissible mandrel diameters for bent bars 246
8.4. Anchorage of longitudinal reinforcement 247
8.4.1. General 247
8.4.2. Ultimate bond stress 248
8.4.3. Basic anchorage length 248
8.4.4. Design anchorage length 249
8.5. Anchorage of links and shear reinforcement 251
8.6. Anchorage by welded bars 251
8.7. Laps and mechanical couplers 252
8.7.1. General 252
8.7.2. Laps 252
8.7.3. Lap length 253
8.7.4. Transverse reinforcement in the lap zone 254
8.7.5. Laps of welded mesh fabrics made of ribbed wires 257
8.7.6. Welding (additional sub-section) 257
8.8. Additional rules for large diameter bars 257
8.9. Bundled bars 258
8.10. Prestressing tendons 258
8.10.1. Tendon layouts 258
8.10.2. Anchorage of pre-tensioned tendons 259
8.10.3. Anchorage zones of post-tensioned members 262
8.10.4. Anchorages and couplers for prestressing tendons 271
8.10.5. Deviators 272
x

Chapter 9. Detailing of members and particular rules 275
9.1. General 275
9.2. Beams 275
9.2.1. Longitudinal reinforcement 275
9.2.2. Shear reinforcement 278
9.2.3. Torsion reinforcement 279
9.2.4. Surface reinforcement 279
9.2.5. Indirect supports 279
9.3. Solid slabs 281
9.3.1. Flexural reinforcement 281
9.3.2. Shear reinforcement 282
9.4. Flat slabs 282
9.5. Columns 282
9.5.1. General 282
9.5.2. Longitudinal reinforcement 283
9.5.3. Transverse reinforcement 283
9.6. Walls 284
9.7. Deep beams 284
9.8. Foundations 285
9.9. Regions with discontinuity in geometry or action 288
Chapter 10. Additional rules for precast concrete elements and structures 289
10.1. General 289
10.2. Basis of design, fundamental requirements 289
10.3. Materials 290
10.3.1. Concrete 290
10.3.2. Prestressing steel 290
10.4. Not used in EN 1992-2 290
10.5. Structural analysis 290
10.5.1. General 290
10.5.2. Losses of prestress 291
10.6. Not used in EN 1992-2 291
10.7. Not used in EN 1992-2 291
10.8. Not used in EN 1992-2 291
10.9. Particular rules for design and detailing 291
10.9.1. Restraining moments in slabs 291
10.9.2. Wall to ﬂoor connections 291
10.9.3. Floor systems 291
10.9.4. Connections and supports for precast elements 291
10.9.5. Bearings 292
10.9.6. Pocket foundations 293
Chapter 11. Lightweight aggregate concrete structures 295
11.1. General 295
11.2. Basis of design 296
11.3. Materials 296
11.3.1. Concrete 296
11.3.2. Elastic deformation 296
11.3.3. Creep and shrinkage 297
11.3.4. Stress strain relations for non-linear structural analysis 298
11.3.5 Design compressive and tensile strengths 298
11.3.6. Stress strain relations for the design of sections 298
11.3.7. Conﬁned concrete 298
11.4. Durability and cover to reinforcement 298
CONTENTS
xi

11.5. Structural analysis 298
11.6. Ultimate limit states 298
11.7. Serviceability limit states 302
11.8. Detailing of reinforcement – general 302
11.9. Detailing of members and particular rules 302
Chapter 12. Plain and lightly reinforced concrete structures 303
Chapter 13. Design for the execution stages 307
13.1. General 307
13.2. Actions during execution 308
13.3. Verification criteria 309
13.3.1. Ultimate limit state 309
13.3.2. Serviceability limit states 309
Annex A. Modification of partial factors for materials (informative) 311
Annex B. Creep and shrinkage strain (informative) 313
Annex C. Reinforcement properties (normative) 316
Annex D. Detailed calculation method for prestressing steel relaxation losses
(informative) 317
Annex E. Indicative strength classes for durability (informative) 322
Annex F. Tension reinforcement expressions for in-plane stress conditions
(informative) 324
Annex G. Soil-structure interaction 325
Annex H. Not used in EN 1992-2
Annex I. Analysis of flat slabs (informative) 326
Annex J. Detailing rules for particular situations (informative) 327
Annex K. Structural effects of time-dependent behaviour (informative) 331
Annex L. Concrete shell elements (informative) 344
Annex M. Shear and transverse bending (informative) 346
Annex N. Damage equivalent stresses for fatigue verification (informative) 356
Annex O. Typical bridge discontinuity regions (informative) 362
Annex P. Safety format for non-linear analysis (informative) 363
Annex Q. Control of shear cracks within webs (informative) 364
References 369
Index 371
xii

Introduction
The provisions of EN 1992-2 are preceded by a foreword, most of which is common to all
Eurocodes. This Foreword contains clauses on:
. the background to the Eurocode programme
. the status and field of application of the Eurocodes
. national standards implementing Eurocodes
. links between Eurocodes and harmonized technical specifications for products
. additional information specific to EN 1992-2
. National Annex for EN 1992-2.
Guidance on the common text is provided in the introduction to the Designers’ Guide to
EN 1990 – Eurocode: Basis of Structural Design,1
and only background information relevant
to users of EN 1992-2 is given here.
It is the responsibility of each national standards body to implement each Eurocode part
as a national standard. This will comprise, without any alterations, the full text of the
Eurocode and its annexes as published by the European Committee for Standardization
(CEN, from its title in French). This will usually be preceded by a National Title Page
and a National Foreword, and may be followed by a National Annex.
Each Eurocode recognizes the right of national regulatory authorities to determine values
related to safety matters. Values, classes or methods to be chosen or determined at national
level are referred to as nationally determined parameters (NDPs). Clauses of EN 1992-2 in
which these occur are listed in the Foreword.
NDPs are also indicated by notes immediately after relevant clauses. These Notes give
recommended values. It is expected that most of the Member States of CEN will specify
the recommended values, as their use was assumed in the many calibration studies made
during drafting. Recommended values are used in this guide, as the National Annex for
the UK was not available at the time of writing. Comments are made regarding the likely
values to be adopted where different.
Each National Annex will give or cross-refer to the NDPs to be used in the relevant
country. Otherwise the National Annex may contain only the following:2
. decisions on the use of informative annexes, and
. references to non-contradictory complementary information to assist the user to apply
the Eurocode.
The set of Eurocodes will supersede the British bridge code, BS 5400, which is required (as
a condition of BSI’s membership of CEN) to be withdrawn by early 2010, as it is a ‘conflict-
ing national standard’.

Additional information specific to EN 1992-2
The information specific to EN 1992-2 emphasizes that this standard is to be used with other
Eurocodes. The standard includes many cross-references to EN 1992-1-1 and does not itself
reproduce material which appears in other parts of EN 1992. Where a clause or paragraph in
EN 1992-2 modifies one in EN 1992-1-1, the clause or paragraph number used is renumbered
by adding 100 to it. For example, if paragraph (3) of a clause in EN 1992-1-1 is modified in
EN 1992-2, it becomes paragraph (103). This guide is intended to be self-contained for the
design of concrete bridges and therefore provides commentary on other parts of EN 1992
as necessary.
The Foreword lists the clauses of EN 1992-2 in which National choice is permitted.
Elsewhere, there are cross-references to clauses with NDPs in other codes. Otherwise, the
Normative rules in the code must be followed, if the design is to be ‘in accordance with
the Eurocodes’.
In EN 1992-2, Sections 1 to 13 (actually 113 because clause 13 does not exist in EN 1992-1-1)
are Normative. Of its 17 annexes, only its Annex C is ‘Normative’, as alternative approaches
may be used in other cases. (Arguably Annex C, which defines the properties of reinforce-
ment suitable for use with Eurocodes, should not be in Eurocode 2 as it relates to material
which is contained in product standards.) A National Annex may make Informative
provisions Normative in the country concerned, and is itself Normative in that country
but not elsewhere. The ‘non-contradictory complimentary information’ referred to above
could include, for example, reference to a document based on provisions of BS 5400 on
matters not treated in the Eurocodes. Each country can do this, so some aspects of the
design of a bridge will continue to depend on where it is to be built.
2

CHAPTER 1
General
This chapter is concerned with the general aspects of EN 1992-2, Eurocode 2: Design of
Concrete Structures. Part 2: Concrete Bridges. The material described in this chapter is
covered in section 1 of EN 1992-2 in the following clauses:
. Scope Clause 1.1
. Normative references Clause 1.2
. Assumptions Clause 1.3
. Distinction between principles and application rules Clause 1.4
. Definitions Clause 1.5
. Symbols Clause 1.6
1.1. Scope
1.1.1. Scope of Eurocode 2
The scope of EN 1992 is outlined in 2-2/clause 1.1.1 by reference to 2-1-1/clause 1.1.1. It is to
be used with EN 1990, Eurocode: Basis of Structural Design, which is the head document of
the Eurocode suite and has an Annex A2, ‘Application for bridges’. 2-1-1/clause 1.1.1(2)
emphasizes that the Eurocodes are concerned with structural behaviour and that other
requirements, e.g. thermal and acoustic insulation, are not considered.
The basis for verification of safety and serviceability is the partial factor method. EN 1990
recommends values for load factors and gives various possibilities for combinations of
actions. The values and choice of combinations are to be set by the National Annex for
the country in which the structure is to be constructed.
2-1-1/clause 1.1.1(3)P states that the following parts of the Eurocode are intended to be
used in conjunction with Eurocode 2:
EN 1990: Basis of structural design
EN 1991: Actions on structures
EN 1997: Geotechnical design
EN 1998: Design of structures for earthquake resistance
hENs: Construction products relevant for concrete structures
EN 13670: Execution (construction) of concrete structures
These documents will often be required for a typical concrete bridge design, but discussion
on them is generally beyond the scope of this guide. They supplement the normative refer-
ence standards given in 2-2/clause 1.2. The Eurocodes are concerned with design and not
execution, but minimum standards of workmanship and material specification are required
to ensure that the design assumptions are valid. For this reason, 2-1-1/clause 1.1.1(3)P
includes the European standards for concrete products and for the execution of concrete
structures. 2-1-1/clause 1.1.1(4)P lists the other parts of EC2.
2-1-1/clause
1.1.1(2)
2-1-1/clause
1.1.1(3)P
2-1-1/clause
1.1.1(4)P

One standard curiously not referenced by EN 1992-2 is EN 15050: Precast Concrete Bridge
Elements. At the time of writing, this document was available only in draft for comment, but
its scope and content made it relevant to precast concrete bridge design. At the time of the
review of prEN 15050: 2004, its contents were a mixture of the following:
. definitions relevant to precast concrete bridges
. informative design guidance on items not covered in EN 1992 (e.g. for shear keys)
. cross-reference to design requirements in EN 1992 (e.g. for longitudinal shear)
. informative guidance duplicating or contradicting normative guidance in EN 1992-2 (e.g.
effective widths for shear lag)
. cross-reference to EN 13369: Common rules for precast concrete products
. requirements for inspection and testing of the finished product.
Comment was made that EN 15050 should not contradict or duplicate design requirements
in EN 1992. If this is achieved in the final version, there will be little Normative in it for the
designer to follow, but there may remain some guidance on topics not covered by EN 1992.
1.1.2. Scope of Part 2 of Eurocode 2
EC2-2 covers structural design of concrete bridges. Its format is based on EN 1992-1-1 and
generally follows the same clause numbering as discussed in the Introduction to this guide. It
identifies which parts of EN 1992-1-1 are relevant for bridge design and which parts need
modification. It also adds provisions which are specific to bridges. Importantly, 2-1-1/
clause 1.1.2(4)P states that plain round reinforcement is not covered.
1.2. Normative references
References are given only to other European standards, all of which are intended to be used
as a package. Formally, the Standards of the International Organization for Standardization
(ISO) apply only if given an EN ISO designation. National standards for design and for
products do not apply if they conflict with a relevant EN standard. As Eurocodes may
not cross-refer to national standards, replacement of national standards for products by
EN or ISO standards is in progress, with a time-scale similar to that for the Eurocodes.
During the period of changeover to Eurocodes and EN standards it is possible that an EN
referred to, or its national annex, may not be complete. Designers who then seek guidance
from national standards should take account of differences between the design philosophies
and safety factors in the two sets of documents.
Of the material and product standards referred to in 2-1-1/clause 1.2, Eurocode 2 relies
most heavily on EN 206-1 (for the specification, performance, production and compliance
criteria for concrete), EN 10080 (technical delivery conditions and specification of weldable,
ribbed reinforcing steel for the reinforcement of concrete) and EN 10138 (for the specifica-
tion and general requirements for prestressing steels). Further reference to and guidance on
the use of these standards can be found in section 3, which discusses materials.
1.3. Assumptions
It is assumed in using EC2-2 that the provisions of EN 1990 will be followed. In addition,
EC2-2 identifies the following assumptions, some of which reiterate those in EN 1990:
. Structures are designed by appropriately qualified and experienced personnel and are
constructed by personnel with appropriate skill and experience.
. The construction materials and products are used as specified in Eurocode 2 or in the
relevant material or product specifications.
. Adequate supervision and quality control is provided in factories, in plants and on site.
. The structure will be adequately maintained and used in accordance with the design
brief.
2-1-1/clause
1.1.2(4)P
4

. The requirements for construction and workmanship given in EN 13670 are complied
with.
EC2-2 should not be used for the design of bridges that will be executed to specifications
other than EN 13670 without a careful comparison of the respective tolerance and workman-
ship requirements. Slender elements in particular are sensitive to construction tolerances in
their design.
1.4. Distinction between principles and application rules
Reference has to be made to EN 1990 for the distinction between ‘Principles’ and ‘Applica-
tion Rules’. Essentially, Principles comprise general statements and requirements that must
be followed and Application Rules are rules that comply with these Principles. There may,
however, be other ways to comply with the Principles and these methods may be substituted
if it is shown that they are at least equivalent to the Application Rules with respect to safety,
serviceability and durability. This, however, presents the problem that such a design could
not then be deemed to comply wholly with the Eurocodes.
Principles are required by EN 1990 to be marked with a ‘P’ adjacent to the paragraph
number. In addition, Principles can also generally be identified by the use of ‘shall’ within
a clause, while ‘should’ and ‘may’ are generally used for Application Rules, but this is not
completely consistent.
1.5. Definitions
Reference is made to the definitions given in clauses 1.5 of EN 1990 and further bridge-
specific definitions are provided.
There are some significant differences in the use of language compared to British codes.
These arose from the use of English as the base language for the drafting process, and
the resulting need to improve precision of meaning and to facilitate translation into other
European languages. In particular:
. ‘action’ means a load and/or an imposed deformation;
. ‘action effect’ and ‘effect of action’ have the same meaning: any deformation or internal
force or moment that results from an action.
Actions are further subdivided into permanent actions, G (such as dead loads, shrinkage
and creep), variable actions, Q (such as traffic loads, wind loads and temperature loads), and
accidental actions, A. Prestressing, P, is treated as a permanent action in most situations.
The Eurocodes denote characteristic values of any parameter with a suffix ‘k’. Design
values are denoted with a suffix ‘d’ and include appropriate partial factors. It should be
noted that this practice is different from current UK practice in concrete design, where
material partial factors are usually included in formulae to ensure they are not forgotten.
It is therefore extremely important to use the correct parameters, duly noting the suffix, to
ensure that the material partial factors are included when appropriate.
1.6. Symbols
The symbols in the Eurocodes are all based on ISO standard 3898: 1987.3
Each code has its
own list, applicable within that code. Some symbols have more than one meaning, the
particular meaning being stated in the clause. There are a few important changes from
previous practice in the UK. For example, an x–x axis is along a member and subscripts
are used extensively to distinguish characteristic values from design values. The use of
upper-case subscripts for factors for materials implies that the values given allow for
two types of uncertainty, i.e. in the properties of the material and in the resistance model
used.
5
CHAPTER 1. GENERAL

CHAPTER 2
Basis of design
This chapter discusses the basis of design as covered in section 2 of EN 1992-2 in the
following clauses:
. Requirements Clause 2.1
. Principles of limit state design Clause 2.2
. Basic variables Clause 2.3
. Verification by the partial factor method Clause 2.4
. Design assisted by testing Clause 2.5
. Supplementary requirements for foundations Clause 2.6
2.1. Requirements
2-1-1/clause 2.1.1 makes reference to EN 1990 for the basic principles and requirements for
the design process for concrete bridges. This includes the limit states and combination of
actions to consider, together with the required performance of the bridge at each limit
state. These basic performance requirements are deemed to be met if the bridge is designed
using actions in accordance with EN 1991, combination of actions and load factors at the
various limit states in accordance with EN 1990, and the resistances, durability and service-
ability provisions of EN 1992.
2-1-1/clause 2.1.3 refers to EN 1990 for rules on design working life, durability and quality
management for bridges. Design working life predominantly affects calculations on
fatigue and durability requirements, such as concrete cover. The latter is discussed in
section 4 of this guide. Permanent bridges have an indicative design life of 100 years in
EN 1990. For political reasons, it is likely that the UK will adopt a design life of 120
years in the National Annex to EN 1990 for permanent bridges for consistency with previous
national design standards.
2.2. Principles of limit state design
The principles of limit state design are set out in section 3 of EN 1990. They are not specific to
the design of concrete bridges and are discussed in reference 1.
2.3. Basic variables
Actions to consider
2-1-1/clause 2.3.1.1(1) refers to EN 1991 for actions to consider in design and also refers to
EN 1997 for actions arising from soil and water pressures. Actions not covered by either of
these sources may be included in a Project Specification.
2-1-1/clause 2.1.1
2-1-1/clause 2.1.3
2-1-1/clause
2.3.1.1(1)

2-1-1/clause 2.3.1.2 and 2-1-1/clause 2.3.1.3 cover thermal effects and differential settle-
ments respectively, which are ‘indirect’ actions. These are essentially imposed deformations
rather than imposed forces. The effects of imposed deformations must also always be
checked at the serviceability limit state so as to limit deflections and cracking – 2-1-1/
clause 2.3.1.2(1) and 2-1-1/clause 2.3.1.3(2) refer. Indirect actions can usually be ignored
for ultimate limit states (excluding fatigue), since yielding of overstressed areas will shed
the locked-in forces generated by imposed deformation. However, a certain amount of
ductility and plastic rotation capacity is required to shed these actions and this is noted
in 2-1-1/clause 2.3.1.2(2) and 2-1-1/clause 2.3.1.3(3). A check of ductility and plastic
rotation capacity can be made as described in section 5.6.3.2 of this guide. The same
clauses also note that indirect actions should still be considered where they are ‘significant’.
The examples given are where elements are prone to significant second-order effects
(particularly slender piers) or when fatigue is being checked. For most bridges, these will
be the only situations where indirect actions need to be considered for ultimate limit
states, providing there is adequate ductility and rotation capacity to ignore them in other
cases.
Imposed deformations covered by the above discussions include those from:
. Thermal effects – variable action
. Differential settlement – permanent action
. Shrinkage – permanent action, covered by 2-1-1/clause 2.3.2.2
. Creep – permanent action, covered by 2-1-1/clause 2.3.2.2.
Secondary effects of prestress are not dealt with in the same way as the above imposed
deformations because tests have shown that they remain locked in throughout significant
rotation up to failure. Consequently, 2-1-1/clause 2.3.1.4 does not contain similar provisions
to those above and secondary effects of prestress are always considered at the ultimate limit
state.
Material and product properties
2-1-1/clause 2.3.2.2(1) and (2) relate to the treatment of shrinkage and creep at serviceabil-
ity and ultimate limit states respectively and make similar requirements to those for thermal
effects and settlements discussed above. 2-1-1/clause 2.3.2.2(3) requires creep deformation
and its effects to be based on the quasi-permanent combination of actions, regardless of
the design combination being considered.
Geometric data
Generally, the dimensions of the structure used for modelling and section analysis may
be assumed to be equal to those that are put on the drawings. The exceptions to this rule
are:
(1) Member imperfections due to construction tolerances – these need to be accounted
for where departure from the drawing dimensions leads to additional effects, such as
additional bending moments in slender columns under axial load (imperfections are
discussed in section 5.2 of this guide).
(2) Eccentricities of axial load – a minimum moment from eccentricity of axial load has to be
considered in the design of beam-columns according to 2-1-1/clause 6.1(4), but this is not
additive to the moments from imperfections.
(3) Cast in place piles without permanent casing – the size of such piles cannot be accurately
controlled so 2-1-1/clause 2.3.4.2(2) gives the following diameters, d, to be used in
calculations based on the intended diameter, dnom, in the absence of specific measures
to control diameter:
dnom < 400 mm d ¼ dnom 20 mm
400 dnom 1000 mm d ¼ 0:95dnom
dnom 1000 mm d ¼ dnom 50 mm
2-1-1/clause
2.3.1.2(1)
2-1-1/clause
2.3.1.3(2)
2-1-1/clause
2.3.1.2(2)
2-1-1/clause
2.3.1.3(3)
2-1-1/clause
2.3.1.4
2-1-1/clause
2.3.2.2(1) and (2)
2-1-1/clause
2.3.2.2(3)
2-1-1/clause
2.3.4.2(2)
8

2.4. Verification by the partial factor method
2.4.1. General
2-1-1/clause 2.4.1(1) refers to section 6 of EN 1990 for the rules for the partial factor method.
They are not specific to the design of concrete bridges and are discussed in reference 1.
2.4.2. Design values
Partial factors for actions
Partial factors for actions are given in EN 1990 and its Annex A2 for bridges, together with
rules for load combinations. EC2-1-1 defines further specific load factors to be used in
concrete bridge design for shrinkage, prestress and fatigue loadings in its clauses 2.4.2.1 to
2.4.2.3. The values given may be modified in the National Annex. The recommended
values are summarized in Table 2.4-1 and include recommended values for prestressing
forces at SLS from 2-1-1/clause 5.10.9. They apply unless specific values are given elsewhere
in EC2-2 or the National Annexes.
Material factors
2-1-1/clause 2.4.2.4 defines specific values of material factor for concrete, reinforcement and
prestressing steel to be used in concrete bridge design, but they may be modified in the
National Annex. These are summarized in Table 2.4-2. They do not cover fire design. The
material factor values assume that workmanship will be in accordance with specified
limits in EN 13670-1 and reinforcement, concrete and prestressing steel conform to the
relevant Euronorms. If measures are taken to increase the level of certainty of material
strengths and/or setting out dimensions, then reduced material factors may be used in
accordance with Annex A.
2.4.3. Combinations of actions
Combinations of actions are generally covered in Annex A2 of EN 1990, as stated in Note 1
of 2-1-1/clause 2.4.3(1), but fatigue combinations are covered in 2-2/clause 6.8.3. For each
2-1-1/clause
2.4.1(1)
2-1-1/clause
2.4.2.2(1)
2-1-1/clause
2.4.2.2(2)
2-1-1/clause
2.4.2.4
2-1-1/clause
2.4.3(1)
Table 2.4-1. Recommended values of load factors – may be modified in National Annex
Action
ULS
unfavourable
(adverse)
ULS
favourable
(relieving)
SLS
unfavourable
(adverse)
SLS
favourable
(relieving) Fatigue
Shrinkage SH ¼ 1.0 0 1.0 0 1.0 if unfavourable
0 if favourable
Prestress –
global effects
P;unfav ¼ 1.3
(See Note 1)
P;fav ¼ 1.0
(See Note 4)
(See Note 2) (See Note 2) 1.0
Prestress –
local effects
P;unfav ¼ 1.2
(See Note 3)
P;fav ¼ 1.0 (See Note 2) (See Note 2) 1.0
Fatigue loading – – – – F;fat ¼ 1.0
Notes
(1) In general, 2-1-1/clause 2.4.2.2(1) requires P;fav to be used for prestressing actions at the ultimate limit state. The
use of P;unfav in 2-1-1/clause 2.4.2.2(2) relates specifically to stability checks of externally prestressed members. In
previous UK practice, the equivalent of P;unfav was also used in checking other situations where prestress has an
adverse effect (e.g. where draped tendons have an adverse effect on shear resistance) so this represents a relaxation.
(2) 2-1-1/clause 5.10.9 gives factors that differ for pre-tensioning and post-tensioning and also for favourable and unfa-
vourable effects.
(3) This value of P;unfav applies to the design of anchorage zones. For externally post-tensioned bridges, it is recom-
mended here that the characteristic breaking load of the tendon be used as the ultimate design load, as discussed in
section 8.10.3 of this guide.
(4) This value applies to the prestressing force used in ultimate bending resistance calculation. For internal post-tension-
ing, the prestrain used in the bending calculation should correspond to this design prestressing force, as discussed in
section 6.1 of this guide.
9
CHAPTER 2. BASIS OF DESIGN

permanent action, such as self-weight, the adverse or relieving partial load factor as applic-
able can generally be used throughout the entire structure when calculating each particular
action effect. There can however be some exceptions, as stated in the Note to 2-1-1/clause
2.4.3(2). EN 1990 clause 6.4.3.1(4) states that ‘where the results of a verification are very
sensitive to variations of the magnitude of a permanent action from place to place in the
structure, the unfavourable and the favourable parts of this action shall be considered as
individual actions. Note: this applies in particular to the verification of static equilibrium
and analogous limit states.’ One such exception is intended to be the verification of uplift
at bearings on continuous beams, where each span would be treated separately when apply-
ing adverse and relieving values of load. The same applies to holding down bolts. This is the
basis for 2-1-1/clause 2.4.4, which requires the reliability format for static equilibrium to be
used in such situations to achieve this separation into adverse and relieving areas.
2.5. Design assisted by testing
The characteristic resistances in EC2 have, in theory, been derived using Annex D of
EN 1990. EN 1990 allows two alternative methods of calculating design values of resistance.
Either the characteristic resistance Rk is first determined and the design resistance Rd
determined from this using appropriate partial factors, or the design resistance is determined
directly. Rk represents the lower 5% fractile for infinite tests. Where it is necessary to
determine the characteristic resistance for products where this information is not available,
one of these methods has to be used. Discussion on the use of EN 1990 is outside the scope of
this guide and is not considered further here.
2.6. Supplementary requirements for foundations
Although 2-1-1/clause 2.6 refers specifically to foundations in its title, the effects of soil–
structure interaction may need to be considered in the design of the whole bridge, as is the
case with most integral bridges. This is stated in 2-1-1/clause 2.6(1)P. Some further
discussion on soil–structure interaction is given in Annex G of this guide. 2-1-1/clause
2.6(2) recommends that the effects of differential settlement are checked where ‘significant’.
It is recommended here that the effects of differential settlement are always considered for
bridges, as discussed under the comments to 2-1-1/clause 2.3.1.3.
2-1-1/clause
2.4.2.4(2)
2-1-1/clause
2.4.2.5(2)
2-1-1/clause
2.4.3(2)
2-1-1/clause 2.4.4
2-1-1/clause
2.6(1)P
2-1-1/clause 2.6(2)
Table 2.4-2. Recommended values of material factors
Design situation C for concrete S for reinforcing steel S for prestressing steel
ULS persistent and transient 1.5ð2Þ
1.15 1.15
ULS accidental 1.2ð2Þ
1.0 1.0
Fatigue 1.5 1.15 1.15
SLS 1.0ð1Þ
1.0ð1Þ
1.0ð1Þ
Notes
(1) Unless stated otherwise in specific clauses (2-1-1/clause 2.4.2.4(2)).
(2) Increase by a recommended factor of 1.1 for cast in place piles without permanent casing (2-1-1/clause 2.4.2.5(2)).
10

CHAPTER 3
Materials
This chapter discusses materials as covered in section 3 of EN 1992-2 in the following
clauses:
. Concrete Clause 3.1
. Reinforcing steel Clause 3.2
. Prestressing steel Clause 3.3
. Prestressing devices Clause 3.4
3.1. Concrete
3.1.1. General
EC2 relies on EN 206-1 for the specification of concrete, including tests for confirming
properties. 2-2/clause 3 does not cover lightweight concrete. Lightweight concrete is
covered in 2-1-1/clause 11.
3.1.2. Strength
Compressive strength
EC2 classifies the compressive strength of normal concrete in relation to the cylinder strength
( fckÞ and its equivalent cube strength ( fck;cubeÞ determined at 28 days. For example, the
strength class C40/50 denotes normal concrete with cylinder strength of 40 N/mm2
and
cube strength of 50 N/mm2
. All formulae in EC2, however, use the cylinder strength. 2-1-
1/Table 3.1, reproduced here as Table 3.1-1, provides material properties for normal
concretes with typical cylinder strengths. The equivalent cube strengths are such that
typically fck 0:8fck;cube. The characteristic compressive strength, fck, is defined as the
value below which 5% of all strength test results would be expected to fall for the specified
concrete.
It should be noted that EC2-1-1 covers significantly higher strength concrete than in
BS 5400, but 2-2/clause 3.1.2(102)P recommends limiting the range of strength classes
that can be used to between C30/37 and C70/85. The National Annex can alter these
limits. The UK has applied a more restrictive limit for use in calculation of the shear
resistance. This is because testing carried out by Regan et al.4
identified that VRd;c (see
2-1-1/clause 6.2.2) could be significantly overestimated unless the value of fck was limited
in calculation, particularly where limestone aggregate is to be used.
2-1-1/clause 3.1.2(6) gives an expression for estimating the mean compressive strength
of concrete with time, assuming a mean temperature of 208C and curing in accordance
with EN 12390:
fcmðtÞ ¼ ccðtÞfcm 2-1-1/(3.1)
2-2/clause
3.1.2(102)P
2-1-1/clause
3.1.2(6)

with
ccðtÞ ¼ exp

s

1

28
t
0:5
2-1-1/(3.2)
where:
fcmðtÞ is the mean compressive strength at an age of t days
fcm is the mean compressive strength at 28 days given in 2-1-1/Table 3.1
t is the age of concrete in days
s is a coefficient which depends on cement type
¼ 0.2 for rapid hardening high-strength cements
¼ 0.25 for normal and rapid hardening cements
¼ 0.38 for slow hardening cements.
The characteristic concrete compressive strength at time t can then similarly be estimated
from 2-1-1/clause 3.1.2(5):
fckðtÞ ¼ fcmðtÞ 8 for 3 t 28 days (D3.1-1)
fckðtÞ ¼ fck for t 28 days (D3.1-2)
Clauses 3.1.2(5) and 3.1.2(6) are useful for estimating the time required to achieve a par-
ticular strength (e.g. time to reach a specified strength to permit application of prestress or
striking of formwork). It is still permissible to determine more precise values from tests
and precasters may choose to do this to minimize waiting times. The clauses can also be
used to predict 28-day strength from specimens tested earlier than 28 days, although it is
desirable to have tests carried out at 28 days to be sure of final strength. 2-1-1/clause
3.1.2(6) makes it clear that they must not be used for justifying a non-conforming concrete
tested at 28 days by re-testing at a later date.
Tensile strength
2-1-1/clause 3.1.2(7)P defines concrete tensile strength as the highest stress reached under
concentric tensile loading. Values for the mean axial tensile strength, fctm, and lower charac-
teristic strength, fctk;0:05, are given in 2-1-1/Table 3.1 (reproduced below as Table 3.1-1).
Tensile strengths are used in several places in EC2-2 where the effect of tension stiffening
is considered to be important. These include:
. 2-2/clause 5.10.8(103) – calculation of prestress strain increases in external post-tensioned
members (see section 5.10.8 of this guide);
. 2-2/clause 6.1(109) – prevention of brittle failure in prestressed members on cracking of
the concrete;
. 2-1-1/clause 6.2.2(2) – shear tension resistance;
. 2-1-1/clause 6.2.5(1) – interface shear resistance at construction joints;
. 2-1-1/clause 7.3.2 – rules on minimum reinforcement;
. 2-1-1/clause 7.3.4 – rules on crack width calculation, which are influenced by tension
stiffening between cracks;
. 2-1-1/clause 8.4 – rules on bond strength for reinforcement anchorage;
. 2-1-1/clause 8.7 – rules on laps for reinforcement;
. 2-1-1/clause 8.10.2 – transmission zones and bond lengths for pretensioned members.
Tensile strength is much more variable than compressive strength and is influenced a lot by
the shape and texture of aggregate and environmental conditions than is the compressive
strength. Great care should therefore be taken if the tensile strength is accounted for in
design outside the application rules given.
2-1-1/clause 3.1.2(9) provides an expression, for estimating the mean tensile, fctmðtÞ,
strength at time t:
fctmðtÞ ¼ ðccðtÞÞ
fctm 2-1-1/(3.4)
2-1-1/clause
3.1.2(5)
2-1-1/clause
3.1.2(7)P
2-1-1/clause
3.1.2(9)
12

Table
3.1-1.
Stress
and
deformation
characteristics
for
concrete
(2-1-1/Table
3.1)
Strength
classes
for
concrete
Formulae/notes
f
ck
(MPa)
12
16
20
25
30
35
40
45
50
55
60
70
80
90
f
ck;cube
(MPa)
15
20
25
30
37
45
50
55
60
67
75
85
95
105
f
cm
(MPa)
20
24
28
33
38
43
48
53
58
63
68
78
88
98
f
cm
¼
f
ck
þ
8
(MPa)
f
ctm
(MPa)
1.6
1.9
2.2
2.6
2.9
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4.2
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3.2
3.4
3.5
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6.3
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c1
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cu1
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!
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!
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2.8
2.8

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50Þ
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!
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2.6

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1.6
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1.4
1.4
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1.9
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2.2
2.3

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13
CHAPTER 3. MATERIALS

Discovering Diverse Content Through
Random Scribd Documents

Operation Sabotage. © 21Apr63;
LP28377.
Operation Souvenir. © 17Feb63;
LP28369.
Operation Stowaway. © 24Mar63;
LP28373.
Operation Swindle. © 30Dec62; LP28362.
Operation Treasure. © 6Jan63; LP28363.
Operation Tubby. © 14Apr63; LP28376.
Operation Whodunit. © 3Feb63; LP28367.
ENSIGN PARKER, E. S. P. See
MCHALE'S NAVY.
ENSIGN PULVER. Warner Bros. Pictures.
104 min., sd., color, 35 mm. Technicolor.
Panavision. Based on a play
by Thomas Heggen and Joshua Logan,
from the novel by Thomas Heggen.
© Warner Bros. Pictures, Inc.;
27Jun64; LP29441.
AN ENSIGN'S BEST FRIEND. See
MCHALE'S NAVY.
ENTER LAUGHING. Acre-Sajo Co. Released
by Columbia Pictures Corp.
112 min., sd., color, 35 mm.

Based on the play by Joseph Stein,
adapted from the novel by Carl
Reiner. © Acre-Sajo Co.; 1Mar67
(In notice: 1966); LP34731.
ENTER MARK TWAIN. See
BONANZA.
ENTER THOMAS BOWERS. See
BONANZA.
ENTERPRISE HEARTBREAK. See
GREATEST HEADLINES OF THE CENTURY.
AN ENTERPRISING YOUNG MAN. See
THE FARMER'S DAUGHTER.
THE ENTERTAINER. See
THE FLINTSTONES.
ENTOMBED. See
COMBAT!
ENTRANCE. Chevrolet Motor Division.
Made by Jam Handy Organization.
10 min., sd., bw, 35 mm. © Chevrolet
Motor Division of General Motors
Corp.; 12Apr61; MU7028.
ENVOY TO THE WORLD. I. W. Harper

Distilling Co. Made by Bibas-Redford.
Appl. ti.; I. W. Harper, envoy to the
world. © I. W. Harper Distilling
Co.; 1Aug66; MP16851.
EPIDEMIC. See
THE ADVENTURES OF RIN-TIN-TIN. 148.
CISCO KID.
LASSIE.
THE LLOYD BRIDGES SHOW.
EPILEPSIA INFANTIL (Epilepsy in children)
Parke, Davis Co. 23 min.,
sd., color, 16 mm. © Parke, Davis
Co.; 23Jan67; MU7754.
EPILEPSIA INFANTIL (Epilepsy in children)
Parke, Davis Co. 23 min.,
Co.; 23Jan67; MU7757.
L'EPILEPSIE CHEZ L'ENFANT (Epilepsy in
children) Parke, Davis Co. 23 min.,
Co.; 23Jan67; MU7756.
EPILEPSY IN CHILDREN. Parke, Davis
Co. 23 min., sd., color, 16 mm.
© Parke, Davis Co.; 23Jan67;
MU7755.

EPILEPTIC SEIZURES. Indiana University
Made by Audio Visual Center. 25 min.,
sd., color, 16 mm. Eastman color.
© Indiana University; 6Dec63; MP13785.
EPILOGUE. See
THE DICK POWELL THEATRE.
EPITAPH. See
WANTED: DEAD OR ALIVE.
EPITAPH FOR A GAMBLER. See
MAVERICK.
EPITAPH FOR AN ENEMY. See
UP FROM THE BEACH.
EPITAPH FOR AN INDIAN. See
THE ADVENTURES OF JIM BOWIE. Production
no. B-2.
EPIZOONOSES. Institute for Dermatologic
Communication Education. Made by
Audio Productions. 12 min., sd.,
color, 16 mm. (Case presentations on
film) Presented by Franz Herrmann
Otto Schultka. Produced in cooperation
with University of California,
University Extension. Co-authors:
Marion B. Sulzberger Roberta Z.
Sulzberger. © Institute for Dermatologic

Communication Education; 7Dec66; MP16512.
EQUAL MASSES. Ohio State University.
4 min., si., color, 16 mm. (Coupled
oscillators) Eastman color. Produced
under a grant from The National
Science Foundation. © Franklin
Miller, Jr.; 25Oct63; MP13716.
EQUAL RIGHTS. See
I LOVE LUCY.
EQUALITY UNDER LAW. Encyclopaedia
Britannica Educational Corp.
25 min., sd., color, 16 mm. (Our
living Bill of Rights) © Encyclopaedia
Britannica Educational Corp.;
22Aug67 (in notice: 1966); MP17533.
EQUALITY UNDER LAW: THE CALIFORNIA FAIR
HOUSING CASES. Encyclopaedia Britannica
Educational Corp. 20 min., sd.,
color, 16 mm. (Our living bill of
rights) © Encyclopaedia Britannica
Educational Corp.; 7Oct69; MP19799.
THE EQUALIZER. See
CHEYENNE.
EQUATIONS. See
MODERN ELEMENTARY MATHEMATICS SERIES.
EQUATIONS: NUMBER SENTENCES. Coronet

Instructional Films. 11 min., sd.,
bw, 16 mm. © Coronet Instructional
Films, a division of Esquire, Inc.;
1Oct65; MP15590.
EQUILIBRIUM. Regents of the University
of California. 23 min., sd., color,
16 mm. (Chemical education material
study) © Regents of the University
of California; 27Apr62; MP12477.
EQUILIBRIUM. See
CHEM STUDY TEACHER TRAINING PROGRAM.
THE EQUINOX. Dennis E. Muren. Released
by Berkshire Productions.
72 min., sd., color, 16 mm. Appl.
author: Mark Thomas McGee. © Dennis
E. Muren; 17Dec67; LP35244.
EQUINOX. See
THE BROTHERS BRANNAGAN. 4126.
L'EQUIPAGE AU COMPLET. See
THE VALIANT.
THE ERA OF WATER COMMERCE: 1750-1850.
McGraw-Hill Book Co. Made by
Affiliated Films. 11 min., sd., bw,
16 mm. (American adventure motion
pictures) © McGraw-Hill Book Co.,
Inc.; 15Mar60; MP10049.

ERASMUS WITH FRECKLES. See
DEAR BRIGITTE.
ERECTOR SET. John E. Mitchell Co.
Made by Norsworthy-Mercer, Inc.
40 sec., sd., color, 16 mm. (Slirpy,
the swingin' bear) © John E.
Mitchell Co.; 24Jan66; MP16706.
ERIC BENTLEY. Columbia University
Press. 29 min., sd., bw, 16 mm.
(The Creative person) Produced in
association with National Educational
Television. © Columbia University
Press; 1May67; MP18546.
ERIC HOFFER: THE PASSIONATE STATE OF
MIND. See
CBS NEWS SPECIAL.
ERIK THE CONQUEROR. American International
Pictures. 81 min., sd.,
color, 35 mm. A Galatea production.
Technicolor. Colorscope.
© American International Pictures;
19Jun63; LP26831.
ERIKA TIFFANY-SMITH TO THE RESCUE. See
GILLIGAN'S ISLAND.
ERIN. See
BONANZA.

THE ERMA STORY. Bank of America
National Trust Savings Assn. Made
by T D San Francisco Headquarters.
4 min., sd., color, 16 mm. © Bank of
America National Trust Savings Assn.;
3Nov60; MP10908.
ERNEST HEMINGWAY'S ADVENTURES OF A
YOUNG MAN. Jerry Wald Productions.
Released by Twentieth Century-Fox
Film Corp. 145 min., sd., Color by
DeLuxe, 35 mm. CinemaScope. Based
on stories by Ernest Hemingway.
© Jerry Wald Productions, Inc.
Twentieth Century-Fox Film Corp.;
18Jul62; LP22801.
ERNEST T. BASS JOINS THE ARMY. See
THE ANDY GRIFFITH SHOW.
ERNIE PYLE LOST. See
GREATEST HEADLINES OF THE CENTURY.
ERNIE'S ADVENTURE. See
MISCHIEF MAKERS. 1068.
ERNIE/ERNIE'S.
For other titles beginning with
Ernie or Ernie's See MY THREE SONS.
EROSION: LEVELING THE LAND.
Encyclopaedia Britannica Films.

(EBF-AGI earth science series)
Eastman color. Produced in collaboration
with The American Geological
Institute, John S. Shelton, chief
science adviser. © Encyclopaedia
Britannica Films, Inc.; 6Jul64;
MP14295.
EROTICA. Pad-Ram Enterprises. 60 min.,
sd., color, 35 mm. © Pad-Ram Enterprises,
Inc.; 30Jun61; LP19930
EROTIQUE. Paris Inter-Productions.
Released by Vip Distributors. 85 min.,
sd., color, 35 mm. © Blue Chip Productions,
Inc.; 1Jul69; LP37002.
THE ERRAND BOY. Jerry Lewis Productions.
Released by Paramount Pictures
Corp. 92 min., sd., bw, 35 mm.
© Jerry Lewis Productions, Inc.;
23Nov61; LP20764.
AN ERRAND FOR FLIPPER. See
FLIPPER.
ERYTHROKERATODERMIA FAMILIARIS CIRCUMSCRIPTA.
See
FAMILIAL CIRCUMSCRIBED ERYTHROKERATODERMA.
ESCAPADE IN FLORENCE. See
WALT DISNEY'S WONDERFUL WORLD OF COLOR.

THE ESCAPE. See
THE AMERICANS.
COLT .45.
THE DU PONT SHOW WITH JUNE ALLYSON.
Production no. 2240.
GENERAL ELECTRIC'S TRUE.
THE GREAT ADVENTURE.
IVANHOE.
SHERIFF OF COCHISE.
ESCAPE ARTIST. See
UNITED STATES MARSHAL.
ESCAPE CLAUSE. See
THE TWILIGHT ZONE.
ESCAPE FROM BERLIN. Metro-Goldwyn-Mayer.
89 min., sd., bw, 35 mm.
A Walter Wood production. © Metro-Goldwyn-Mayer,
Inc.; 8Oct62; LP23348.
ESCAPE FROM SING SONG. See
DICK TRACY.
ESCAPE FROM TRAIN. See

SHERIFF OF COCHISE.
ESCAPE FROM ZAHRAIN. Paramount Pictures
Corp. 93 min., sd., Technicolor,
35 mm. Panavision. Based on a
story by Michael Barrett. © Paramount
Pictures Corp.; 31Dec61; LP21933.
ESCAPE INTO JEOPARDY. See
BOB HOPE PRESENTS THE CRYSLER THEATRE.
THE ESCAPE OF JOE KILLMER. See
LAWMAN.
ESCAPE ROUTE. See
THE NURSES.
ESCAPE TO DANGER. See
THE ADVENTURES OF RIN-TIN-TIN. 140.
LASSIE.
ESCAPE TO FREEDOM. See
77 SUNSET STRIP.
ESCAPE TO MEMPHIS. See
RIVERBOAT.
ESCAPE TO NOWHERE. See

COMBAT!
WALT DISNEY PRESENTS. Andrews Raiders,
pt. 2.
ESCAPE TO PARADISE WATER BIRDS. See
WALT DISNEY PRESENTS.
ESCAPE TO PONDEROSA. See
BONANZA.
ESCAPE TO SONOITA. See
ALFRED HITCHCOCK PRESENTS.
ESCAPE TO TAMPICO. See
MAVERICK.
THE ESCAPEE. See
GRAND JURY.
ESCORT. See
THE DETECTIVES.
ESCORT DETAIL. See
OVERLAND TRAIL.
ESCORT TO DOOM. See

RAWHIDE.
ESCORT TO SANTA FE. See
TALES OF WELLS FARGO.
ESCORTS A LA CARTE. See
MARKHAM.
ESKIMO FAMILY. Encyclopaedia Britannica
Films. 17 min., sd., color, 16 mm.
© Encyclopaedia Britannica Films,
Inc.; 11Dec59; MP9989.
ESKIMO RIVER VILLAGE. Northern Films.
13 min., sd., Eastman color, 35 mm.
© Louis R. Huber; 1Feb62; MP12591.
EL ESPANOL EN ACCION. Living Adventure
Films. 12 min., sd., color, 16 mm.
Consultant narrator, Angelina Blanco
de Riopelle. © Living Adventure
Films, Inc.; 23Nov66; MP16509.
EL ESPANOL POR EL MUNDO. See
DANZAS REGIONALES ESPANOLAS.
LA GUARDA CUIDADOSA.
LOS HABLADORES.
MAESTROS DE LA PINTURA.
PUEBLO ANDALUZ.

VIAJE POR EL NORTE DE ESPANA.
VIAJE POR EL SUR DE ESPANA.
EL VILLANO EN SU RINCON.
ESPECIALLY FOR MOTHERS, PROGRAM 1. See
MOTHERS AND BABIES.
AN ESSAY ON CHAIRS. See
WHO? WHAT? WHEN? WHERE? WHY?
AN ESSAY ON DEATH, A MEMORIAL TO JOHN F.
KENNEDY. National Educational Television
Radio Center. 77 min., sd.,
bw, 16 mm. © National Educational
Television Radio Center; 20Nov64;
MP14671.
AN ESSAY ON HOTELS. See
CBS NEWS SPECIAL.
AN ESSAY ON WOMEN. See
CBS NEWS SPECIAL.
ESSENTIALS OF THE NEUROLOGICAL EXAMINATION.
Smith Kline French Laboratories.
© Smith Kline French Laboratories;
1Mar62; MP12161.

THE ESTABAN ZAMORA STORY. See
WAGON TRAIN.
ESTABLISH CITY OF THE VATICAN, JUNE 7,
1929. See
ALMANAC NEWSREEL. June 7, 1960.
ESTABLISH OFFICE OF WAR INFORMATION,
JUNE 13, 1942. See
ESTHER AND THE KING. Galatea.
109 min., sd., Technicolor, 35 mm.
CinemaScope. © Galatea, S.P.A.;
18Nov60; LU3174.
ESTHER WILLIAMS AND KIRK DOUGLAS. See
PERSON TO PERSON.
ESTIMATING THE VARIANCE. See
DESIGN OF EXPERIMENTS. Course
program 7.
ESTRALITA. See
WANTED: DEAD OR ALIVE. Production
no. 7405.
ESTROUS CYCLE OF THE RAT. Thorne Films.
3 min., sd., color, 16 mm. (Biology
demonstration series) Eastman color.

© Thorne Films, Inc.; 13Feb64 (in
notice: 1963); MP14004.
ET TU OTTO. King Features Syndicate.
Released by Paramount Pictures Corp.
7 min., sd., color, 35 mm. (Comic
king cartoon; Beetle Bailey) © King
Features Syndicate, Inc.; 1Sep62;
LP22963.
ET TU WOOFER. See
WINKY DINK AND YOU. No. P-46.
THE ETERNAL NOW. See
THE LORETTA YOUNG SHOW. 8230-33
8230-34.
THE ETERNAL TRAMP. Maglan Films.
55 min., sd., color bw, 16 mm.
NM: revisions. © Maglan Films, Inc.;
5Jun67; MP17024.
ETHEL MERMAN. See
THE FRANK SINATRA SHOW. 132-L.
ETHEL MERMAN AND THE BOY SCOUT
SHOW. See
THE LUCY SHOW.
ETHIOPIA: THE LION AND THE CROSS—PARTS
I II. See

THE TWENTIETH CENTURY.
ETHNIC. Sperry Rand Corp. 60 sec., sd.,
bw, 16 mm. Appl. author: Young
Rubicam, Inc. © Sperry Rand Corp.;
1Nov66; MP16501.
ETHNIC. Sperry Rand Corp. 50 sec.,
sd., bw, 16 mm. Appl. author:
Young Rubicam, Inc. © Sperry
Rand Corp.; 18Apr67; MP16801.
ETHNIC MUSIC AND DANCE SERIES. See
WASHINGTON FILMS: ETHNIC MUSIC AND DANCE SERIES.
THE EUCHARISTIC CONGRESS IN FOCUS.
George Mihovich. 40 min., sd.,
color, 16 mm. © George Mihovich;
17May61; LP19401.
EUCLID M. SMITH, M.D., F.A.C.P. See
ARTHRITIS.
EUGENE CRIQUI VS. ... See
TURN OF THE CENTURY FIGHTS.
EUGLENA GRACILIS. Ealing Corp. 5 min.,
si., color, 8 mm. (Allen protist
series) © Ealing Corp.; 30Dec64;
MP16847.
EULOGY FOR TONOOSE. See

THE DANNY THOMAS SHOW. No. 22-F (207).
EULOGY IN FOUR FLATS. See
BEN CASEY.
EUROPE IN THE RAW. Eve Productions.
69 min., sd., color, 35 mm. Eastman
color. © Eve Productions, Inc.;
1Mar63; LP24205.
EUROPEAN CULTURE REGION: ITS PEOPLE AT
WORK. McGraw-Hill Book Co. Made by
Centron Corp. 23 min., sd., color,
16 mm. (Modern Europe geography
series) © McGraw-Hill, Inc.; 7Nov66;
MP16655.
THE EUROPEAN ECONOMIC COMMUNITY. Coronet
Instructional Films. 14 min.,
sd., bw, 16 mm. © Coronet Instructional
Films, a division of Esquire,
Inc.; 1Nov65; MP15716.
EUROPEAN NIGHTS. Avers Film, Italy.
Released in the U.S. by Joseph
Burstyn Releasing Corp. 82 min.,
sd., color, 35 mm. © Joseph Burstyn
Releasing Corp.; 1Jan60; LP18881.
THE EUROPEAN PLAN. See
M-SQUAD.
EVA PERON. See

BIOGRAPHY.
EVACUATION OF DUNKIRK COMPLETED (WORLD
WAR II), JUNE 3, 1940. See
EVASION. See
COMBAT!
EVE AND THE HANDYMAN. Eve Productions.
66 min., sd., color, 16 mm. © Eve
Productions, Inc.; 1Mar61; LP18686.
THE EVE NEWHOPE STORY. See
WAGON TRAIN.
THE EVE OF ST. ELMO. See
HAVE GUN—WILL TRAVEL.
EVEN A THIEF CAN DREAM. See
ALCOA-GOODYEAR THEATRE. 8150.
EVEN CROWS SING GOOD. See
NAKED CITY. 16.
EVEN STONES HAVE EYES. See
ROUTE 66.
EVENING STAR BROADCASTING TELE-IMAGE.

Evening Star Broadcasting Co. Made by
Henry J. Kaufman Associates. Sd.,
bw, 16 mm. © Evening Star Broadcasting
Co.; 13Jul59; MP9830.
EVENING WITH A STAR. See
MY THREE SONS.
EVENTS LEADING UP TO THE CRIME. See
MARKHAM.
THE EVER-POPULAR ROBBIE DOUGLAS. See
MY THREE SONS.
EVERETT DIRKSEN: A SELF-PORTRAIT.
Columbia Broadcasting System. 30 min.,
sd., bw, 16 mm. © Columbia Broadcasting
System, Inc.; 5Jun65; MP16113.
EVERETT DIRKSEN'S WASHINGTON. American
Broadcasting Companies. 52 min.,
sd., color, 16 mm. © American
Broadcasting Companies, Inc.; 15Jan68;
MP18056.
EVERY DOG SHOULD HAVE A BOY. See
THE JOEY BISHOP SHOW.
EVERY MAN A HERO. See
BRONCO.

EVERY OTHER MINUTE IT'S THE END OF THE
WORLD. See
BEN CASEY.
EVERY PART OF TOWN. American National
Red Cross. 15 min., sd., bw, 16 mm.
(Annual report film, 1962) © American
National Red Cross; 9Jan62; MP12030.
EVERY SPARROW MUST FALL. Jay Gee Productions.
10 reels, color bw,
35 mm. Appl. states prev. reg.
LU3336. NM: additions. © Jay Gee
Productions, Inc. James Joseph
Gannon, Jr.; 19Jan65; LU3345.
EVERY SPARROW MUST FALL. Jay Gee Productions.
85 min., color, 35 mm.
Eastman color. © Jay Gee Productions,
Inc. James Joseph Gannon, Jr.;
27Aug64; LU3336.
EVERYBODY GOES ON A HONEYMOON. See
THE MOTHERS-IN-LAW. No. 2.
EVERYBODY IS MONEY. See
THE LAW AND MR. JONES.
EVERYBODY LOVES BENNY. See
THE ROARING 20'S.
EVERYBODY LOVES SWEENEY. See

THE DICK POWELL THEATRE.
EVERYBODY NEEDS SOMEBODY. See
FAMILY AFFAIR.
EVERYBODY VS. TIMMY DAYTON. See
THE LAW AND MR. JONES.
EVERYBODY WANTS TO BE A WRITER. See
THE MOTHERS-IN-LAW. No. 16.
EVERYBODY'S THANKFUL BUT US
TURKEYS. See
HAZEL.
EVERYDAY COURAGE AND COMMON SENSE.
Coronet Instructional Films. 11 min.,
sd., bw, 16 mm. © Coronet Instructional
Films, division of Esquire,
Inc.; 3Sep68; MP18682.
EVERYDAY COURTESY. Coronet Instructional
Films. 12 min., sd., bw, 16 mm.
2d ed. © Coronet Instructional
Films, division of Esquire, Inc.;
3Apr67; MP16912.
EVERYDAY ECONOMIC TERMS. Republic
Steel Corp. Released by Modern
Learning Aids. 17 min., sd., bw,
16 mm. (Exploring basic economics)

Produced in cooperation with Ohio
Council on Economic Education. By
Robert Darcy. © Republic Steel Corp.;
4Feb64; MP14688.
EVERYMAN. See
HAVE GUN—WILL TRAVEL.
EVERYONE ELSE IS DEAD. See
THE DEFENDERS.
EVERYONE'S COMING UP ROSES. See
GRINDL.
EVERYTHING BUT THE TRUTH. See
THE MANY LOVES OF DOBIE GILLIS.
EVERYTHING ELSE IS BRIDGEPORT. See
STATE TROOPER.
EVERYTHING HAPPENS TO ME. See
THE DANNY THOMAS SHOW.
EVERYTHING'S COMING UP ROSES. See
GRINDL.
EVERYTHING'S DUCKY. Columbia Pictures
Corp. 81 min., sd., bw, 35 mm.
A Barbroo Enterprises production.

© Columbia Pictures Corp.; 15Oct61;
LP20694.
EVERYWHERE THAT MARY GOES. See
THE DONNA REED SHOW.
THE EVICTORS 4 OTHERS. See
MACK AND MYER FOR HIRE.
EVIDENCE FOR MOLECULES AND ATOMS.
Encyclopaedia Britannica Films.
19 min., sd., color, 16 mm. (Science
for the space age: basic physical
science series) © Encyclopaedia
Britannica Films, Inc.; 19Sep61;
MP12016.
EVIDENCE FOR THE ICE AGE. Encyclopaedia
Britannica American Geological
Institute. 19 min., sd., color,
16 mm. (Earth science Series)
© Encyclopaedia Britannica Films,
Inc.; 16Mar65; MP15056.
THE EVIDENCE OF THINGS NOT SEEN. See
BEN CASEY.
EVIDENCE ON THE RECORD. See
MICKEY SPILLANE'S MIKE HAMMER.
EVIL. See

JOHNNY STACCATO.
EVIL COME, EVIL GO. See
THE YELLOW CANARY.
EVIL EYE. Alta Vista Productions.
Released by American International
Pictures. 92 min., sd., bw,
35 mm. © Alta Vista Productions;
20May64; LP28251.
EVIL EYE GUY. See
DICK TRACY.
EVIL-EYE PARKER. See
MCHALE'S NAVY.
EVIL-EYE SCHULTZ. See
THE DANNY THOMAS SHOW. No. 14-D (134).
EVIL OF ADELAIDE WINTERS. See
ALFRED HITCHCOCK HOUR.
THE EVIL ONE. See
CIMARRON CITY.
THE EVIL THAT MEN DO. See
THE VIRGINIAN.

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Designers Guide to En 1992 2 Eurocode 2 Design of Concrete Structures Part 2 Concrete Bridges Hendy

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