Manual for Detailing Reinforced Concrete Structures to EC2-2

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Manual for Detailing Reinforced 
Concrete Structures to EC2 
Detailing is an essential part of the design process. This thorough reference guide for the 
design of reinforced concrete structures is largely based on Eurocode 2 (EC2), plus other 
European design standards such as Eurocode 8 (EC8), where appropriate. 
With its large format, double-page spread layout, this book systematically details 213 structural 
elements. These have been carefully selected by Jose Calavera to cover relevant elements used 
in practice. Each element is presented with a whole-page annotated model along with commen­
tary and recommendations for the element concerned, as well as a summary of the appropriate 
Eurocode legislation with reference to further standards and literature. The book also comes 
with a CD-ROM containing AutoCAD files of all of the models, which can be directly developed 
and adapted for specific designs. 
Its accessible and practical format makes the book an ideal handbook for professional engi­
neers working with reinforced concrete, as well as for students who are training to become 
designers of concrete structures. 
Jose Calavera is Honorary President of the Technical Institute of Materials and Construction 
(INTEMAC- lnstituto Tecnico de Materiales y Construcciones) and Emeritus Professor, School 
of Civil Engineering, Polytechnic University of Madrid. 
Manual for Detailing Reinforced 
Concrete Structures to EC2 
Jose Calavera 
W Span Press 
~ an imprint of Taylor & Francis 
LONDON AND NEW YORK 
First published 2012 
by Spon Press 
2 Park Square, Milton Park, Abingdon, Oxon OX14 4RN 
Simultaneously published in the USA and Canada 
by Spon Press 
711 Third Avenue, New York, NY 10017 
Spon Press is an imprint of the Taylor & Francis Group, an informa business 
Copyright © 2012 Jose Calavera 
The right of Jose Calavera to be identified as author of this work has been asserted by him in 
accordance with sections 77 and 78 of the Copyright, Designs and Patents Act 1988. 
All rights reserved. No part of this book may be reprinted or reproduced or utilised in any form or by 
any electronic, mechanical, or other means, now known or hereafter invented, including photocopying 
and recording, or in any information storage or retrieval system, without permission in writing from the 
publishers. 
This publication presents material of a broad scope and applicability. Despite stringent efforts by all 
concerned in the publishing process, some typographical or editorial errors may occur, and readers are 
encouraged to bring these to our attention where they represent errors of substance. The publisher and 
author disclaim any liability, in whole or in part, arising from information contained in this publication. 
The reader is urged to consult with an appropriate licensed professional prior to taking any action or 
making any interpretation that is within the realm of a licensed professional practice. 
Trademark notice: Product or corporate names may be trademarks or registered trademarks, and are 
used only tor identification and explanation without intent to infringe. 
British Library Cataloguing in Publication Data 
A catalogue record tor this book is available from the British Library 
Library of Congress Cataloging-in-Publication Data 
Calavera Ruiz, Jose. 
Manual tor detailing reinforced concrete structures to EC2 I Jose Calavera. 
p.cm. 
Includes bibliographical references and index. 
1. Reinforced concrete construction-Details. 2. Reinforced concrete construction­
Standards-Europe. I. Title. 
T A683.28.C35 2012 
624.1 '8341-dc22 
ISBN: 978-0-415-66348-9 
Typeset in Helvetica by RefineCatch Ltd, Bungay, Suffolk 
" ...,/ -u' Paper from 
reeponelble sources 
~~~ FSC- C004839 
MIX 
Printed and bound in Great Britain by the MPG Books Group 
2011009904 
Contents 
List of tables 
Foreword 
The author 
Author's curriculum vitae 
Acknowledgements 
Citations 
General notes 
The three golden rules for pouring concrete on site 
1 General rules for bending, placing, anchoring and welding 
reinforcing bars 
1 . Introduction 
1.1 Summary of codes and standards on construction details 
1.1.1 Permissible mandrel diameters for bent bars (See EC2, 8.3) 
1.1.2 Standard bends, hooks and loops 
1.1.3 Cover 
1.1.4 Bar spacing 
1.1.5 Bundled bars 
1.1.6 Surface reinforcement 
1.2 Tying bars 
1.2.1 Tying method 
1.2.2 Tie points 
1.3 Spacers and chairs 
1.3.1 Types of spacer and chair 
1.3.2 Graphic representation 
1.3.3 Placement rules 
1.4 Welding reinforcing bars 
1.4.1 Types of weld 
1.4.2 Welded joint details 
1.5 Verification of the anchorage limit state 
1.5.1 Bond anchorage 
1.5.2 Welded transverse bar anchorage 
1.6 Anchorage rules for welded transverse bars 
1.6.1 Bars where 14 s <Prs 32 mm, 14 s </JL s 32 mm 
1.6.2 Bars where <Prs 12 mm, </JL s 12 mm 
1.7 Relationship between construction details and durability 
2 Constructive details 
Group 01 Foundations 
CD-01.01 Wall footing supporting a reinforced concrete wall 
CD-01.02 Wall footing supporting a brick wall 
CD-01.03 Spread footing 
v 
xiii 
xv 
xvii 
xix 
xxi 
xxiii 
xxv 
xxvii 
1 
1 
1 
1 
3 
4 
7 
8 
9 
11 
12 
12 
14 
14 
16 
17 
22 
22 
24 
27 
28 
29 
30 
30 
31 
32 
33 
35 
36 
38 
40 
CD-01.04 Spread footing with variable depth 42 
CD-01.05 Circular footing (Circular reinforcement) 44 
CD-01.06 Circular footing (Reinforced with two welded panels) 46 
CD-01.07 Spread footing and expansion joint 48 
CD-01.08 Strap footing 50 
CD-01.09 Self-centred edge footing 52 
CD-01.10 Combined edge footing (Variation 1) 54 
CD - 01.11 Combined edge footing (Variation 2) 56 
CD-01.12 Strap footing at corner (1 of 2) 58 
CD-01.12 Strap footing at corner (2 of 2) 60 
CD-01.13 Self-centred corner footing 62 
CD-01.14 Combined footing (Variation 1) 64 
CD-01.15 Combined footing (Variation 2) 66 
CD-01.16 Tie beam between footings 68 
CD-01.17 Foundation beam (Variation 1) 70 
CD-01.18 Foundation beam (Variation 2) 72 
CD-01.19 Grid foundation (Variation 1) (1 of 2) 74 
CD-01.19 Grid foundation (Variation 1) (2 of 2) 76 
CD-01.20 Grid foundation (Variation 2) (1 of 2) 78 
CD-01.20 Grid foundation (Variation 2) (2 of 2) 80 
CD-01.21 Foundation slab (1 of 2) 82 
CD-01.21 Foundation slab (2 of 2) 84 
CD-01.22 Caisson 86 
CD-01.23 Wall footing 88 
CD-01.24 Bored pile 90 
CD-01.25 Pile cap 92 
CD-01.26 Two-pile cap 94 
CD-01.27 Three-pile cap 96 
CD-01.28 Four-pile cap 98 
CD-01.29 Group pile cap (N > 4) 100 
CD-01.30 Centring beam for one- or two-pile caps 102 
Group 02 Retaining walls and basement walls 105 
CD-02.01 Cantilever retaining walls. Nomenclature 106 
CD-02.02 Cantilever retaining walls. Footing 108 
CD-02.03 Cantilever retaining walls. Stem 110 
CD-02.04 Cantilever retaining walls. Variations 112 
CD-02.05 Cantilever retaining walls. Key 114 
CD-02.06 Cantilever retaining walls. Construction joints in footings 116 
CD-02.07 Cantilever retaining walls. Vertical contraction joints in the stem 118 
CD-02.08 Cantilever retaining walls. Horizontal construction joints in 
architectural concrete 120 
CD-02.09 Cantilever retaining walls. Vertical contraction joints 122 
CD-02.10 Cantilever retaining walls. Expansion joints 124 
CD-02.11 Cantilever retaining walls. Fill and drainage 126 
CD-02.12 Buttress walls. Buttress nomenclature and distribution 128 
CD-02.13 Buttress walls. Footing 130 
CD-02.14 Buttress walls. Stem 132 
vi 
CD-02.15 Buttress walls. Inside buttress 134 
CD-02.16 Buttress walls. End buttress 136 
CD-02.17 Tray walls 138 
CD-02.18 Tray walls. Tray details 140 
CD-02.19 Basement walls. Facade footing 142 
CD-02.20 Basement wall. Centred footing 144 
CD-02.21 Basement wall. Vertical contraction joint 146 
CD-02.22 Basement walls. Special details (1 of 2) 148 
CD-02.22 Basement walls. Special details (2 of 2) 150 
CD-02.23 Diaphragm walls. General reinforcement 152 
CD-02.24 Diaphragm walls. Crown beam 154 
CD-02.25 Diaphragm wall-beam bond (Variation 1) 156 
CD-02.26 Diaphragm wall-beambond (Variation 2) 158 
CD-02.27 Diaphragm wall-beam bond (Variation 3) 160 
CD-02.28 Diaphragm wall-slab bond (Variation 1) 162 
CD-02.29 Diaphragm wall-slab bond (Variation 2) 164 
CD-02.30 Walls. Drainage chamber and channel in diaphragm wall 166 
Group 03 Columns and joints 169 
CD-03.01 Columns springing from the footing. Tie bar arrangement 170 
CD-03.02 Columns in intermediate storeys. Tie bar arrangement 172 
CD-03.03 Columns in top storey. Tie bar arrangement 174 
CD-03.04 Intermediate joint in edge columns (Variation 1) 176 
CD-03.05 Intermediate joint in edge columns (Variation 2) 178 
CD-03.06 Intermediate joint in edge columns (Variation 3) 180 
CD-03.07 Intermediate corner joint (Variation 1) 182 
CD-03.08 Intermediate corner joint (Variation 2) 184 
CD-03.09 Intermediate corner joint (Variation 3) 186 
CD-03.10 Facade or corner joint on last storey 188 
CD-03.11 Inside joint in intermediate storeys (Variation 1) 190 
CD-03.12 Inside joint in intermediate storeys (Variation 2) 192 
CD-03.13 Intermediate joint in circular columns 194 
CD-03.14 Transition from circular to rectangular columns 196 
CD-03.15 Corner joint in large span portal frames 198 
CD-03.16 Bar arrangement and shapes of ties in columns 200 
CD-03.17 Bundled bar arrangements 202 
CD-03.18 Arrangement of laps in columns with bundled bars 204 
CD-03.19 Edge schedule. Column schedule 206 
Group 04 Walls subjected to axial loads 209 
CD-04.01 Walls, shear walls and cores. General arrangements 210 
CD-04.02 Walls, shear walls and cores. Joint detail 212 
CD-04.03 Walls, shear walls and cores. Corners, joints and edges 214 
CD-04.04 Walls, shear walls and cores. Detail of openings 216 
CD-04.05 Walls, shear walls and cores. Special details for slip forms 
(Variation 1 ) 218 
CD-04.06 Walls, shear walls and cores. Special details for slip forms 
(Variation 2) 220 
vii 
Group 05 Beams and lintels 223 
CD-05.01 Beams. Simply supported beams 224 
CD-05.02 Beams. Header joist 226 
CD-05.03 Beams. Continuous lintels with constant depth 228 
CD-05.04 Beams. Continuous lintels with variable depth 230 
CD-05.05 Beams. Staggered lintels 232 
CD-05.06 Beams. Stepped lintels 234 
CD-05.07 Beams. Edge soffit beam 236 
CD-05.08 Beams. Internal soffit beam 238 
CD-05.09 Beams. Soffit beam-edge beam intersection (1 of 2) 240 
CD-05.09 Beams. Soffit beam-edge beam intersection (2 of 2) 242 
CD-05.10 Beams. Transition from internal soffit beams to normal beams 244 
CD-05.11 Beams. Transition from edge soffit beams to normal beams 246 
CD-05.12 Beams. Joint details 248 
CD-05.13 Beams. Industrialised joint 250 
CD-05.14 Beams. Cantilevered beams 252 
CD-05.15 Beams. Arrangement of reinforcement at cross-section 254 
CD-05.16 Beams. Contraction joints 256 
CD-05.17 Beams with architectural concrete. Contraction joints and 
construction joints 258 
Group 06 Slabs, ribbed slabs and precast slabs with beam-block 
and hollow core floor systems 261 
CD-06.01 Slabs. General types: longitudinal and cross-sections 262 
CD-06.02 Solid slab. Connection to brick wall and concrete beams 264 
CD-06.03 Ribbed slab. Connection to brick wall and concrete beams 266 
CD-06.04 Slabs with self-supporting reinforced concrete joists. 
Connections to brick wall 268 
CD-06.05 Slabs with self-supporting reinforced concrete joists. 
Connections to reinforced concrete beams 270 
CD-06.06 Slabs with self-supporting reinforced concrete joists. 
Connections to soffit beams 272 
CD-06.07 Slabs with self-supporting prestressed concrete joists. 
Connections to brick wall 274 
CD-06.08 Slabs with self-supporting prestressed concrete joists. 
Connections to reinforced concrete beams 276 
CD-06.09 Slabs with self-supporting prestressed concrete joists. 
Connections to soffit beams 278 
CD-06.10 Slabs with semi-self-supporting reinforced concrete joists. 
Connections to brick wall 280 
CD-06.11 Slabs with semi-self-supporting reinforced concrete joists. 
Connections to concrete beams 282 
CD-06.12 Slabs with semi-self-supporting reinforced concrete joists. 
Connections to soffit beams 284 
CD-06.13 Slabs with semi-self-supporting reinforced concrete lattice joists. 
Connections to brick wall 286 
viii 
CD- 06.14 Slabs with semi-self-supporting reinforced concrete lattice joists. 
Connections to concrete beams 288 
CD-06.15 Slabs with semi-self-supporting reinforced concrete 
lattice joists. Connections to soffit beams 290 
CD-06.16 Slabs with semi-self-supporting prestressed joists. 
Connections to brick wall 292 
CD-06.17 Slabs with semi-self-supporting prestressed joists. 
Connections to concrete beams 294 
CD-06.18 Slabs with semi-self-supporting prestressed joists. 
Connections to soffit beams 296 
CD-06.19 Precast beam and block floor systems. Change in 
beam direction 298 
CD-06.20 Precast beam and block floor systems. Connection 
to wall parallel to beams 300 
CD-06.21 Precast beam and block floor systems. Cantilever with 
extended joists 302 
CD-06.22 Precast beam and block floor systems. Cantilever without 
extended joists 304 
CD-06.23 Beam and block floor systems. Openings 306 
CD-06.24 Slabs lightened with embedded tubing 308 
CD-06.25 Hollow cores. General details 310 
CD-06.26 Hollow cores. Connections 312 
CD-06.27 Hollow cores. Tip and edge tie hoops in cantilevers 314 
CD-06.28 Hollow cores. Vertical panel and beam supports 316 
CD-06.29 Hollow cores. Supports on vertical panels 318 
CD-06.30 Hollow cores. Supports on vertical panels and beams 320 
CD-06.31 Hollow cores. Openings in the slab 322 
Group 07 Flat slabs 325 
CD-07.01 Flat slabs. Top reinforcement 326 
CD-07.02 Flat slabs. Bottom reinforcement 328 
CD-07.03 Flat slabs. Arrangement of flexural reinforcement (1 of 2) 330 
CD-07.03 Flat slabs. Arrangement of flexural reinforcement (2 of 2) 332 
CD-07.04 Flat slabs. General details 334 
CD-07.05 Flat slabs. Punching shear reinforcement (Variation 1) (1 of 2) 336 
CD-07.05 Flat slabs. Punching shear reinforcement (Variation 1) (2 of 2) 338 
CD-07.06 Flat slabs. Punching shear reinforcement (Variation 2) (1 of 2) 340 
CD-07.06 Flat slabs. Punching shear reinforcement (Variation 2) (2 of 2) 342 
CD-07.07 Flat slabs. Punching shear reinforcement (Variation 3) (1 of 2) 344 
CD-07.07 Flat slabs. Punching shear reinforcement (Variation 3) (2 of 2) 346 
CD-07.08 Flat slabs. Punching shear reinforcement (Variation 4) (1 of 2) 348 
CD-07.08 Flat slabs. Punching shear reinforcement (Variation 4) (2 of 2) 350 
CD-07.09 Flat slabs. Drop panels 352 
CD-07.10 Flat slabs. Column with drop and head 354 
CD-07.11 Flat slabs. Openings (Variation 1) 356 
CD-07.12 Flat slabs. Openings (Variation 2) (1 of 2) 358 
CD-07.12 Flat slabs. Openings (Variation 2) (2 of 2) 360 
ix 
Group 08 Stairs 363 
CD-08.01 Stairs. General layout details 364 
CD-08.02 Stairs. Reinforcement scheme for double flight 366 
CD-08.03 Stairs. Reinforcement arrangement for stairs with three flights 368 
CD-08.04 Stairs. Foundation for starting flight 370 
CD-08.05 Flying stairs (1 of 2) 372 
CD-08.05 Flying stairs (2 of 2) 374 
Group 09 Bearings 377 
CD-09.01 Bearings. Device for centring loads 378 
CD-09.02 Bearings. Confinement for linear loads 380 
CD-09.03 Bearings. Elastomer bearings 382 
CD-09.04 Flat jack housing to change bearings 384 
CD-09.05 Bearings. Plastic hinge 386 
Group 10 Brackets and dapped-end beams 389 
CD-10.01 Brackets (Variation 1) 390 
CD-10.02 Brackets (Variation 2) (Suspended load) 392 
CD-10.03 Brackets. Double bracket 394 
CD-10.04 Dapped-end beams 396 
Group 11 Ground slabs and galleries 399 
CD-11.01 Ground slabs. Typical section 400 
CD-11.02 Ground slabs. Joints (1 of 2) 402 
CD-11.02 Ground slabs. Joints (2 of 2) 404 
CD-11.03 Ground slabs. Contraction joints 406 
CD-11-04 Ground slabs. Expansion joints 408 
CD-11.05 Ground slabs. Strengthening free edge of slab 410 
CD-11.06 Galleries. Ductways 412 
Group 12 Chimneys, towers and cylindrical hollow columns 415 
CD-12.01 Chimneys, towers and cylindrical hollow columns.General layout 416 
CD-12.02 Chimneys, towers and cylindrical hollow columns. General 
arrangement of reinforcement 418 
CD-12.03 Chimneys, towers and cylindrical hollow columns. Crown details 420 
CD-12.04 Chimneys, towers and cylindrical hollow columns. Bracket to 
support lining 422 
CD-12.05 Chimneys, towers and cylindrical hollow columns. Duct inlets 424 
CD-12.06 Chimneys, towers and cylindrical hollow columns. Circular slab 
around the top 426 
CD-12.07 Chimneys, towers and cylindrical hollow columns. Circular slab 
foundations 428 
CD-12.08 Chimneys, towers and cylindrical hollow columns. Annular footings 430 
CD-12.09 Chimneys, towers and cylindrical hollow columns. Plastic 
water inflow pipes in submerged hollow columns 432 
CD-12.10 Chimneys, towers and cylindrical hollow columns. Reinforcement laps 434 
x 
Group 13 Silos, caissons and rectangular hollow columns 437 
CD -13.01 Silos, caissons and rectangular hollow columns. Silo sections 438 
CD-13.02 Silos, caissons and rectangular hollow columns. Intersections 
and connections (Horizontal sections) (1 of 2) 440 
CD-13.02 Silos, caissons and rectangular hollow columns. Intersections and 
connections (Horizontal sections) (2 of 2) 442 
CD-13.03 Silos, caissons and rectangular hollow columns. Plastic water inflow 
pipes in submerged columns 444 
CD-13.04 Silos, caissons and rectangular hollow columns. Hoppers 446 
CD-13.05 Silos, caissons and rectangular hollow columns. Foundations 448 
CD-13.06 Silos, caissons and rectangular hollow columns. Reinforcement laps 450 
Group 14 Reservoirs, tanks and swimming pools 453 
CD -14.01 Reservoirs, tanks and swimming pools. Rectangular open tanks. 
General details 454 
CD-14.02 Reservoirs, tanks and swimming pools. Circular open tanks. 
General details 456 
CD-14.03 Reservoirs, tanks and swimming pools. Roofed reservoirs and tanks. 
General details 458 
CD-14.04 Reservoirs, tanks and swimming pools. Corner details (1 of 2) 460 
CD-14.04 Reservoirs, tanks and swimming pools. Intersection details (2 of 2) 462 
CD-14.05 Reservoirs, tanks and swimming pools. Joints and bearings in walls 464 
CD-14.06 Reservoirs, tanks and swimming pools. Contraction and expansion 
joints in slabs on grade 466 
CD-14.07 Reservoirs, tanks and swimming pools. Joints in walls 468 
CD-14.08 Reservoirs, tanks and swimming pools. Specific details for improving 
construction joint watertightness 470 
Group 15 Special construction details for earthquake zones 473 
CD -15.01 Summary of basic aspects 474 
CD-15.02 Geometrical constraints 476 
CD-15.03 Particular aspects of detailing (1 of 2) 478 
CD-15.03 Particular aspects of detailing (2 of 2) 480 
CD-15.04 Coupling elements in coupled walls 482 
CD-15.05 Reinforcement anchorage 484 
CD-15.06 Splicing of bars 486 
CD-15.07 Concrete foundations elements 488 
References 491 
Index 493 
xi 
List of tables 
T-1.1 
T-1.2 
T-1.3 
T-1.4 
T-1.5 
T-1.6 
T-1.7 
T-1.8 
T-1.9 
T-1.10 
Minimum mandrel diameter to prevent damage to reinforcement (EC2) 
Mandrel diameters for reinforcing bars in accordance with Table T-1.1 
(B 400 or B 500 steel) (in mm) (EC2) 
Minimum cover, c . b' bond-related requirements (EC2) mm, 
Recommended structural classification (EC2) 
Values of minimum cover, cmin,dur' requirements with regard to durability 
for reinforcement steel in accordance with EN 10080 (1) (EC2) 
Maximum bundles general specifications 
Bundles compressed bars in vertically cast members and overlap areas 
in general 
Bundles equivalent diameters in mm 
Welding processes permitted and examples of application 
Concrete. Indicative strength classes 
xiii 
2 
3 
5 
6 
6 
8 
9 
9 
23 
32 
Foreword 
The aim of this book is to present a fairly full and systematic description of the construction 
details used in concrete structures. 
While I paid particular attention to construction details in my previous books, all dealing primar­
ily with structural design and engineering, I was naturally unable to address the issue in depth 
in any of them. 
I have decided to do so today, acknowledging the importance of detailing and convinced that 
it is one of the areas of expertise that professionals must quickly learn to master. Construction 
details have a substantial impact not only on the quality of both the design and the building 
processes, but on concrete structure maintenance and durability as well. 
Forty-five to fifty per cent of the problems arising around concrete structures are widely known 
to be attributable to the design stage. That half of those problems are due to errors in, or the 
lack of, construction details is a fact much less generally recognised. 
Detailing is always the outcome of a synthesis of four areas of knowledge: 
• a command of the theory underlying structural concrete engineering 
• on-site professional practice 
• experimental information obtained from laboratory trials 
• the experience obtained in forensic engineering studies. 
The extraordinary complexity resulting from such diversity is deftly reflected in the expression 
'the art of detailing', which alludes to the mix of technical skill and creativity entailed in good 
detailing. 
Someone inevitably decides how details are to be built: otherwise construction could not 
proceed. But the task is actually incumbent upon the designer. The further 'downstream' the 
detailing is done, the greater is the risk of malfunction. 
This book begins with an introductory chapter that summarises specifications on concrete cov­
er, reinforcing bar placement and spacing, hook bending radii, anchorages and bar welding. It 
also briefly discusses questions that have been scantily addressed in most countries' codes, 
such as how bars should be tied or spacers and chairs placed. 
The second chapter is a description of the 213 construction details that comprise the book. 
Divided into 15 groups, they embrace what I believe to be a sufficient range of issues arising in 
reinforced concrete construction. 
In this chapter each page on the left shows a drawing of a construction detail. The Notes set out 
on the page opposite on the right contains further information, as specified below. 
(a) A series of Recommendations that supplement and help to interpret the drawing, in 
some cases with concise reference to specific engineering questions. 
xv 
(b) Reference to Statutory Legislation in the European Union. 
(c) Reference to Recommended Alternative Codes to enable the reader to fill in the gaps 
where no statutory legislation is in place in the European Union, or in a number of spe­
cific cases, to resort to variations of interest. 
(d) Finally, a list of Specific References that deal explicitly and directly with the detail in 
question. 
Version 2005 AutoCAD software is furnished with the book to enable designers to adapt each 
detail to the reinforcing bars used in their designs and print the results on a printer or plotter. 
In closing, I owe a word of thanks to the people who collaborated in the preparation of this book. 
My gratitude goes to Antonio Machado for coordinating the draughting, Maribel Gonzalez and 
Mercedes Julve for the typing; and Antonio Machado, Fernando Marcos and Julio Cesar Lopez 
for draughting the details from my sketches, which were not always as carefully drawn as would 
have been desired. 
Many thanks as well to Margaret Clark and Mc LEHM Language Services for the translation of 
my original Spanish manuscript into English. 
I am also indebted to Jorge Ley for his assistance in many respects. 
Lastly, I wish to express my very special gratitude to Taylor & Francis for the support received 
in connection with the publication of this book, and particularly to Tony Moore and Siobhan 
Poole for their assistance. 
xvi 
Jose Calavera 
Madrid, March 2011 
The author 
Jose Calavera graduated in civil engineering in 1960 and earned his doctorate in the field in 
1967, both from the School of Civil Engineering, Polytechnic Universityof Madrid. From 1960 to 
1967 he headed the Engineering Department at Tetracero, a Spanish producer of ribbed bars 
for reinforced concrete. 
In 1967 he founded the Technical Institute of Materials and Construction (INTEMAC - lnstituto 
Tecnico de Materiales y Construcciones), an independent quality control organisation that cov­
ers design, materials and workmanship in both building and civil engineering. He is presently 
the lnstitute's Honorary President. 
In 1982 he was appointed Professor of the Building and Precasting Department at the School 
of Civil Engineering, Polytechnic University of Madrid, where he is now Emeritus Professor. 
He is a Fellow of the American Concrete Institute (ACI), the American Society of Civil Engineers 
(ASCE) and the International Association for Bridge and Structural Engineering (IABSE). He 
holds the International Federation for Structural Concrete's (FIB) Medal of Honour, and has 
been awarded the Italian Association of the Prefabrication Prize for Outstanding Achievement 
in Engineering and the Eduardo Torroja Medal. 
He has written 15 books in Spanish, one in Italian and two in English on structural concrete­
related subjects. His most prominent designs include the Fuente De Aerial Cableway, the roof 
over the Real Madrid Sports Centre and the space frame roofs over the National Livestock 
Market at Torrelavega. He is also a renowned specialist in forensic engineering. 
xv ii 
Author's curriculum vitae 
Jose Calavera 
• PhD in Civil Engineering. 
• BSc in Civil Engineering. 
• Emeritus Professor of Building and Prefabrication at the School of Civil Engineering, 
Polytechnic University of Madrid. 
• Honorary President of the Technical Institute of Materials and Construction (INTEMAC -
lnstituto Tecnico de Materiales y Construcciones). 
• Member of the Commission on Prefabrication of the International Federation for 
Structural Concrete (Federation lnternationale du Seton - FIB). 
• Member of the Working Group 2.2 on Design by Testing of the Commission 2 on Safety 
and Performance Concepts of the International Federation for Structural Concrete (FIB). 
• Editor for Europe of the international Council on Tall Buildings. 
Previously, he was: 
• Chairman of Commission VII on Reinforcement: Technology and Quality Control 
of the Euro-International Concrete Committee (Comite Euro-International du Seton -
CEB). 
• Chairman of the Joint Committee on Tolerances (CEB - FIB). 
• Chairman of the Working Group on Precast Beam-Block Floor Systems of the 
International Federation for Structural Concrete (FIB). 
• Member of the Administrative Council of CEB. 
• Member of the Model Code CEB-FIB 1990 Drafting Committee. 
• Chairman of the Eurocode Drafting Committee for the Design of Concrete 
Foundations. 
• Chairman of the Working Group on Precast Prestressed Bridges of the International 
Federation for Structural Concrete (FIB). 
• Chairman of the Working Group on Treatment of Imperfections in Precast Concrete of 
the International Federation for Structural Concrete (FIB). 
• Chairman of Scientific-Technical Association of Structural Concrete (ACHE) 
• Medal of the Spanish Technical Association for Prestressing (ATEP) (1978). 
• Honorary Professor of the Civil Construction Faculty, Pontifical Catholic University of 
Chile (1980). 
• Member of Honour of the Engineering Faculty, Pontifical Catholic University of Chile 
(1980). 
• Elected Fellow of the American Concrete Institute (ACI) (1982). 
• Medal of Honour of the Civil Engineering College (1987). 
• Eduardo Torroja Medal (1990). 
• Medal of the Spanish Road Association (1991 ). 
• Honorary Doctorate of the Polytechnic University of Valencia (1992). 
xix 
• Institutional Medal of the Lisandra Alvarado' Central Western University, Venezuela 
(1993). 
• Medal of the International Federation for Structural Concrete (FIB) (1999). 
• Medal of Honour of the Fundaci6n Garcfa-Cabrerizo (1999). 
• Award of the Spanish Group of IABSE (2000). 
• Great Figures of Engineering Award of the Italian Association of Prefabrication (CTE) 
(2000). 
• Award of the Spanish National Association of Reinforced Bars Manufacturers (ANIFER) 
(2001 ). 
• Member of Honour of the Spanish Association of Structural Consultants (ACE) (2001 ). 
• Honorary Member of the Academy of Sciences and Engineering of Lanzarote (2003). 
• Member of Honour of the Argentine Structural Engineering Association (2004). 
• Camino de Santiago Award of Civil Engineering (2004). 
• Elected Fellow of IABSE (International Association for Bridge and Structural Engineering) 
(2006). 
• Member of the Board of Trustees of the Fundaci6n Juanelo Turriano (2006). 
• Member of Honour of the Association of BSc Civil Engineers (2008). 
• Best Professional Profile in Forensic Construction Engineering Award of the Latino 
American Association of Quality Control and Forensics Engineering (ALCONPAT) (2009). 
• Elected Fellow of ASCE (American Society of Civil Engineers) (2009). 
• Among his most important projects are the Fuente De Aerial Cableway (Cantabria), the 
space frame roofs of the Real Madrid Sports Centre and the Mahou Beer Factory (Ma­
drid), the space frame roofs of the National Livestock Market of Torrelavega (Santander) 
and numerous industrial buildings, especially for paper manufacturers and the prefabrica­
tion of concrete and steel industry. 
• He is author of 15 books in Spanish, two in English and one in Italian, three monographs 
and 176 publications on matters concerning structural design, reinforced and prestressed 
concrete, structural safety, prefabrication, quality control and pathology of structures. He has 
been thesis director for 27 doctoral theses. 
xx 
Acknowledgements 
The publishers wish to thank the lnstituto Tecnico de Materiales y Construcciones (INTEMAC) 
for granting permission to reproduce parts of the following books authored by J. Calavera. 
Manual de detalles constructivos en obras de hormig6n armada, [Manual for detailing 
reinforced concrete structures], Madrid, 1993. 
Calculo de estructuras de cimentaci6n [Foundation concrete design], 4th edn, Madrid, 
2000. 
Muros de contenci6n y muros de s6tano [Retaining walls and basement walls], 3rd edn, 
Madrid, 2000. 
Calculo, construcci6n, patologfa y rehabilitaci6n de forjados de edificaci6n [Design, 
construction, pathology and strengthening of slabs in buildings], 5th edn, Madrid, 2002. 
Proyecto y calculo de estructuras de hormig6n [Structural concrete design], 2nd edn, 
Madrid, 2008. 
xxi 
Citations 
• Symbols and abbreviations. The conventions adopted in Eurocode 2 (EC2) have been 
used as a rule, except in Group 15 (Special construction details for earthquake zones), 
where the Eurocode 8 (EC8) conventions were followed. 
• For greater clarity and brevity, references are shown as a number in brackets, which match­
es the number under which the publication is listed in the References at the end of the book. 
For instance: (3) refers to the third reference, namely EN ISO 3766:2003, Construction 
Drawings. Simplified Representation of Concrete Reinforcement. 
• References to sections of the book itself are cited directly. 
For instance: 1.2 refers to section 1.2, Tying bars, in Chapter 1, General rules for bend­
ing, placing, anchoring and welding reinforcing bars. 
• References to other construction details cite the designation shown at the top of each page. 
For instance: see CD - 01.02 refers to detail CD - 01.02, Wall footing supporting a brick 
wall. 
• References to recommendations sometimes specify another CD. For instance: R-3 in 01.03 
refers to Recommendation 3 in CD - 01.03. On occasion, the word 'recommendation' is 
written out in full, rather than as the abbreviation 'R'. 
• References to formulas are placed in square brackets. 
For instance: [1.1] is the first formula in Chapter 1, item 1.1.1. 
• The figures in Chapter 1 are designated as Figures 1-1 to 1-45. 
• When figures are (very occasionally) shown in the Notes, they aredesignated by letters: 
(a), (b) and so on. 
• The book is logically subject to EC2 specifications in particular and European Committee 
for Standardization (CEN) standards in general. When a given subject is not included in the 
CEN system of standards, explicit mention is made of that fact and an alternative standard 
is suggested. 
• Inevitably, as in any code, the author's opinion occasionally differs from the criteria set out 
in CEN standards. Such recommendations are clearly labelled AR (author's recommenda­
tion). In these cases readers are invited to use their own judgement. 
xxiii 
General notes 
1. Chapter 1 summarises the specifications in Eurocode 2 on concrete cover, bar spacing, 
bending radii, spacer placement and welding, or alternative codes when no CEN standard 
is in place (for spacers and tying bars, for instance). 
2. Many details assume a 2.5 cm or 1 <I> cover (abbreviated throughout this book as a lower 
case r), which is the value for the most usual case, i.e. exposure classes XC2/XC3 in struc­
tural class S4. For other conditions, the cover can be changed as described in 1.1.3. 
The cover values in the drawings are the Cmin values. A further 10 mm must be added to 
accommodate the spacers. (Members cast against the ground are an exception: in such 
cases the 7.5 cm specified includes the 10-mm margin.) The minimum cover value was not 
simply enlarged by 10 mm, because while this is the EC2 recommendedvalue, countries 
are free to set their own value in their National Annexes. 
3. Details on spacers and tying are indicative only. Their number and specific position are 
given in Chapter 1. The symbols for spacers and chairs are shown in Figure 1-21. 
4. In some cases, more than one page was required to describe a detail. This is clearly speci­
fied in the heading ('1 of 2', for instance). In all such cases, the same Notes apply to both 
drawings and are repeated on the page opposite on the right for the reader's convenience. 
5. In keeping with standard terminology in many English-speaking countries, in this book the 
word 'stirrups' has been used to designate transverse reinforcement in beams and 'ties' to 
signify transverse reinforcement in columns. In Eurocode EC2, the word 'links' is applied 
in both situations. 
In most structures these two types of reinforcement serve very different purposes, and 
perhaps for that reason, in (US) English, French and Spanish, different terms are used for 
each. 
xxv 
The three golden rules for pouring concrete on site 
Construction details have a heavy impact on the actual quality of the concrete in a structure. 
RULE No.1 
CONCRETE MUST BE CAST INTO ITS FINAL POSITION ACROSS AN ESSENTIALLY 
VERTICAL PATH 
Horizontal paths must be avoided. This must be taken into consideration in the design drawings 
for reinforcing bar arrangements. 
75mm 75mm nn 
RIGHT 
Figure (a) 
25mm -11--
WRONG 
Figure (b) 
Figure (a) depicts the right way to reinforce a beam to ensure that the forms are filled speedily 
and satisfactorily. If the bars are arranged as depicted in Figure (b), the coarse aggregate will 
not pass readily between them. As a result, the concrete will have to flow horizontally, inducing 
segregation and lengthening the time needed to fill the formwork. Moreover, such arrange­
ments leave insufficient space for the vibrator. 
Concrete should not be dumped in a pile for subsequent spreading with vibrators. Rather, it 
should be poured in each and every spot where it is needed. 
xxvii 
RULE No. 2 
THE VIBRATOR MUST BE ABLE TO REACH THE BOTTOM REINFORCEMENT 
Figure (c) shows the right way to reinforce a beam. With 65-mm spacing (somewhat smaller on 
site due to the height of the ribs), a standard 50-mm vibrator will be able to reach the bottom 
reinforcement. The solution depicted in Figure (d) is wrong, for it leaves insufficient room for 
the vibrator. 
65mm 65mm 
MM 
e. 06 
E 
E 
0 
0 
LO 
2 016 
E 
E 
01 
~ 
30 m~ . -+--(22 mm 
~mm _ __j 
RIGHT. The vibrator can be 
readily introduced into the 
beam and the joint. 
Figure (c) 
41mm 41mm 41mm 
--n nn-
e.0 6 
212116 
·~· 
E 
g 
E 
E 
0 
(') 
E 
E 
0 
0 
LO 
30ml11_j---l- I I 30mm 
~250mm . 
WRONG. The vibrator cannot 
be introduced into the beam or 
the joint. 
Figure (d) 
Figures (e) and (f) show two further cases in which the vibrator is able, or unable, to reach the 
bottom reinforcement. 
RIGHT. The vibrator reaches the 
bottom layer of reinforcement. 
Figure (e) 
xxviii 
I 300 mm 
30 mm 
1
. i 130 mm 
E 
E 
0 
(') 
E 
E 
49m~h-j~mm 
~49mm 
E 
E 
0 
0 
LO 
WRONG. The vibrator cannot 
reach the bottom layer of 
of reinforcement. 
Figure (f) 
RULE No. 3 
CONCRETE CONSISTENCY MUST BE IN KEEPING WITH THE REINFORCEMENT 
ARRANGEMENT. AS A GENERAL RULE THE CONCRETE SLUMP SHOULD BE NO 
SMALLER THAN 60 mm 
Unless the reinforcement is arranged very openly and spaciously or powerful vibration methods 
are used, overly dry concrete is characterised by the following. 
• The required strength can be reached in test specimens (but not on site) with a lower pro­
portion of cement. The real strength of concrete can be lower. 
• Since the control specimens can be compacted with no difficulty, the laboratory trials will 
furnish good information. 
• In situ placement and a good surrounding of the reinforcement will be difficult to achieve and 
the loose consistency will lower actual on-site strength. 
xxix 
1 General rules for bending, placing, 
anchoring and welding reinforcing bars 
1 INTRODUCTION 
The present summary, based largely on Eurocode 2 (EC2), covers details of a general nature 
whose inclusion in all the relevant chapters of this book would be unnecessarily repetitious. 
Nonetheless, certain characteristics specific to each type of structural member are addressed 
in the respective chapters. 
Eurocode 2 (EC2) is supplemented by a number of other standards, the following in particular: 
EN 10080 
EN ISO 17760 
EN ISO 3766:2003 
Eurocode 8 
Steel for the reinforcement of concrete (1) 
Permitted welding process for reinforcement (2) 
Construction drawings. Simplified representation of concrete rein­
forcement (3) 
Design of structures for earthquake resistance (4). 
Further to EC2 (5), for buildings located in seismic areas, the construction details in this and the 
following chapter may be modified as described in Chapter 2, Group 15 below. 
1.1 SUMMARY OF CODES AND STANDARDS ON CONSTRUCTION DETAILS 
1.1.1 PERMISSIBLE MANDREL DIAMETERS FOR BENT BARS (see EC2, 8.3) 
EC2 (5) stipulates that: 
• the minimum diameter to which a bar may be bent shall be defined as the smallest diameter 
at which no bending cracks appear in the bar and which ensures the integrity of the concrete 
inside the bend of the bar; 
• in order to avoid damage to the reinforcement, the diameter to which the bar is bent (man­
drel diameter) should not be less than <P m,min' 
1 
TABLE T-1.1 
MINIMUM MANDREL DIAMETER TO PREVENT DAMAGE 
TO REINFORCEMENT (EC2) 
(a) for bars and wire 
Bar diameter Minimum mandrel diameter for bends, hooks and loops 
<P-:::; 16 mm 4</J 
</J>16mm 7 <P 
(b) for bent welded reinforcement and wire mesh bent after welding 
Minimum mandrel diameter 
( • or ( < or / • WW 
5</J 
d ~ 3 <jJ: 5</J 
d < 3 <P or welding within the curved zone: 20 <P 
Note: The mandrel size for welding within the curved zone may be reduced to 5 <P where 
welding is performed as specified in EN ISO 17660 Annex B (2). 
The mandrel diameter need not be checked to avoid concrete failure if the following conditions 
exist: 
• the length of the bar anchorage beyond the end of the bend is not over 5 </J; 
• the bar is not in an end position (plane of bend close to concrete face) and a cross bar with a 
diameter ~ <P is duly anchored inside the bend; 
• the mandrel diameter is at least equal to the recommended values given in Table T-1.1. 
Otherwise, the mandrel diameter, <P m,min' must be increased as per Expression[1.1] 
where: 
[1.1] 
Fbt is the tensile force of the ultimate loads in a bar or bundle of bars at the start of 
a bend 
ab for a given bar (or group of bars in contact) is half of the centre-to-centre dis­
tance between bars (or groups of bars) perpendicular to the plane of the bend. 
For a bar or bundle of bars adjacent to the face of the member, ab should be 
taken as the cover plus <jJ/2. 
The value of fed must not be taken to be greater than the value for class C55/67 concrete. 
2 
TABLE T-1.2 
MANDREL DIAMETERS FOR REINFORCING BARS 
IN ACCORDANCE WITH TABLE T-1.1(B400 or B 500 steel) (in mm) (EC2) 
case (a) case (b) 
<P MANDREL 
lll L. (' (' t~ or 
I or 
<P d ~ 30 d< 3 0 or welding 
within the curved 
m (mm) m mm zone 
MANDREL (mm) 
MANDREL (mm) 
6 24 6 30 30 120 
8 32 8 40 40 160 
10 40 10 50 50 200 
12 48 12 60 60 240 
14 56 14 70 70 280 
16 64 16 80 80 320 
20 140 20 100 100 400 
25 175 25 125 125 500 
28 196 28 140 140 560 
32 224 32 160 160 640 
40 280 40 200 200 800 
50 350 50 250 250 1000 
The same rules are applicable to ties and stirrups. 
AR. In cases routinely found in practice, such as depicted in Figure 1-1, the use of 12-mm </>or 
larger stirrups leaves the corner unprotected. Consequently, joining two smaller diameter 
stirrups is preferable to using 14-mm and especially 16-mm </> elements. 
50mm 
25 mm~ _ i j_0 12 
Figure 1-1 
1.1.2 STANDARD BENDS, HOOKS AND LOOPS 
EC2 specifies the bends, hooks and loops depicted in Figure 1-2 for rebar in general. Ties and 
stirrups call for special shapes, as specified in EC2, 8.4 and 8.5, and shown in Figure 1-3. 
3 
90°:5 a < 150° 
(a) Equivalent anchorage length for 
standard bend 
(c) Equivalent anchorage length for 
standard loop 
(b) Equivalent anchorage length for 
standard hook 
(d) Equivalent anchorage length for 
welded transverse bar 
Figure 1-2. Anchorage methods other than straight bars 
(See EC2, Table 8.21 for side cover specifications) 
0 
(a) 
Notes: 
--+ 
10 0, but 
<::70m~ 
(b) 
AR. For (a) usually the hook is at 45° 
2:20 
2:20mm 
<:: 0.7 0_L___L---.- s 50 mm 
(c) 
-t;:: 10 mm 
~2: 1.4 0 
(d) 
For (c) and (d) the cover should not be less than either 3 0 or 50 mm. See 1.6 for more detail. 
Figure 1-3. Link anchorage 
Welding must be performed as specified in EN ISO 17660 (2) and the welding capacity must 
be as stipulated in 1.6. 
1.1.3 COVER 
The EC2 specifications are summarised below. 
(a) General 
The concrete cover is the distance between the surface of the reinforcement closest to the 
nearest concrete surface (including ties and stirrups and surface reinforcement where rele­
vant) and the nearest concrete surface. For these intents and purposes, groups of reinforcing 
bars cannot be replaced by the equivalent circle: rather, the cover refers to the actual bars in 
the group. 
4 
The nominal cover shall be specified on the drawings(*). Such cover is defined as the minimum 
cover, cmin' plus a design allowance for deviation, ,1cdev· 
cnom = cmin + .dcdev [1.2] 
(b) Minimum cover, cmin 
Minimum concrete cover, cmin' shall be provided in order to ensure: 
• the safe transmission of bond forces 
• the protection of the steel against corrosion 
• adequate fire resistance. 
The greatest value of cmin that meets the requirements for both bond and environmental condi­
tions shall be used. 
where: 
cmin,b = minimum cover stipulated to meet the bond requirement 
cmin,dur = minimum cover stipulated for the environmental conditions. 
(For the use of stainless steel or additional protection, see EC2 4.4.1.2) 
The minimum cover, cmin,b' needed to transmit bond forces is given in Table T-1.3 
TABLE T-1.3 
MINIMUM COVER, cmin,b' BOND-RELATED REQUIREMENTS (EC2) 
Bond requirement 
Arrangement of bars Minimum cover cmin b (**) 
Discrete Bar diameter 
Bundled Equivalent diameter (</> n) 
(**) If the nominal maximum aggregate size is greater than 
32 mm, cmin,b must be increased by 5 mm. 
[1.3] 
The minimum cover for reinforcement in normal weight concrete for each exposure and 
structural class is given by cmin,dur' 
Note: The recommended structural class (50-year design service life) is S4 for the indicative 
concrete strengths given in EC2, Annex E, while the recommended modifications to the 
structural class are given in Table T-1.4. The recommended minimum structural class 
is S1. 
(*) Given that the EC2 'recommends' Llcdev = 10 mm, but allows the choice to each Member State of the 
European Union to determine another value in its National Annex, in this manual are indicated the 
values of cmin' 
5 
The recommended values of c . d are given in Table T-1.5 (reinforcing steel). mm, ur 
TABLE T-1.4 
RECOMMENDED STRUCTURAL CLASSIFICATION (EC2) 
Structural class 
Criterion 
Exposure class (see EC2, Table 4.1 and notes) 
XO XC1 XC2/XC3 XC4 XD1 XD2/XS1 XD3/XS2/XS3 
Design working increase increase increase increase increase increase increase class 
life of 100 years class by 2 class by 2 class by 2 class by 2 class by 2 class by 2 by2 
;::.: C30/37 ;::.: C30/37 ;::.: C35/45 ;::.: C40/50 ;::.: C40/50 ;::.: C40/50 ;::.: C45/55 
Strength class reduce reduce reduce reduce reduce reduce reduce 
class by 1 class by 1 class by 1 class by 1 class by 1 class by 1 class by 1 
Member with 
slab geometry 
(position of 
reduce reduce reduce reduce reduce reduce reduce class 
reinforcement 
class by 1 class by 1 class by 1 class by 1 class by 1 class by 1 by 1 
not affected by 
construction 
process) 
Special quality 
control of 
reduce reduce reduce reduce reduce reduce reduce class 
the concrete 
class by 1 class by 1 class by 1 class by 1 class by 1 class by 1 by 1 
production 
ensured 
TABLE T-1.5 
VALUES OF MINIMUM COVER, cmin,dur' REQUIREMENTS WITH REGARD 
TO DURABILITY FOR REINFORCEMENT STEEL IN ACCORDANCE 
WITH EN 10080 (1) (EC2)* 
Environmental requirement for cmin,dur (mm) 
Structural class 
Exposure class (see EC2, Table 4.1) 
XO XC1 XC2/XC3 XC4 XD1/XS1 XD2/XS2 XD3/XS3 
81 10 10 10 15 20 25 30 
82 10 10 15 20 25 30 35 
83 10 10 20 25 30 35 40 
84 10 15 25 30 35 40 45 
85 15 20 30 35 40 45 50 
86 20 25 35 40 45 50 55 
(*) Fire safety may call for higher values. 
AR. Except in special cases, covers of under 15 mm should not be used. 
Where in situ concrete is placed on other (precast or in situ) concrete elements, the minimum 
concrete cover from the reinforcement to the interface may be reduced to a value meeting the 
bond requirement only, providing that: 
• the concrete strength class is at least C25/30; 
• the concrete surface is exposed to an outdoor environment for only a short time ( < 28 days); 
• the interface is roughened. 
6 
For uneven surfaces (e.g. exposed aggregate) the minimum cover should be increased by at 
least 5 mm. 
AR. If the surface is roughened mechanically, this value should be 20 mm, for mechanical 
treatment generates microcracks in the concrete surface. 
(c) Allowance in design for deviation 
When calculating the design cover, cnom' the minimum cover must be increased to allow for de­
viations (Llcde) by the absolute value of the tolerance for negative deviation. The recommended 
allowance is 10 mm. 
For concrete poured onto uneven surfaces, the minimum cover should generally be increased 
by allowing larger deviations in design. The increase should compensate for the difference de­
riving from the unevenness, maintaining a minimum cover of 40 mm for concrete poured onto 
prepared ground (including blinding) and 75 mm for concrete poured directly onto the soil.(*l 
The value 
[1.4) 
reflects the spacer size. 
AR. The 40-mm cover for blinding would appear to be excessive. Where the blinding is 
reasonably flat, 25 mm or 1 <P would appear to suffice. 
1.1.4 BAR SPACING 
Bars must be spaced in such a way that the concrete can be poured and compacted for sat­
isfactory bonding and strength development. See the 'three golden rules of concrete pouring' 
that precede Chapter 1. 
The clear (horizontal and vertical) distance between individual parallel bars or horizontal 
layers of parallel bars should not be less than the larger of (d9 + 5 mm), where d9 is the 
maximum aggregate size, and 20 mm (Figure 1-4). 
Where bars are positioned in separate horizontal layers, the bars in each successive layer 
should be vertically aligned with the bars in the layer below. Sufficient space must be left 
between the resulting columns of bars for vibrator access and good concrete compaction. 
Lapped bars may be allowed to touch one another within the lap length. 
{ 
20mm 
a > QJ (bar diameter or diameter of the 
- largest bar if bars vary in size) 
d9 +5 mm 
{ 
20mm 
b QJ (bar diameter or diameter of the 
~ largest bar if bars vary in size) 
d9 +5 mm 
Figure 1-4 
(*) Under certain circumstances, European standard EN 1536 (24) allows smaller values for bored piles. 
7 
AR. The 20-mm limit for a and b is too narrow to ensure satisfactory concrete casting. For 
single layers, a 25-mm space is suggested, and 35 mm for two or more: a should be 
2.5 times the diameter of the vibrator needle for bars in any other than the bottom layer 
in the beam. Note that the longitudinal ribs on bars usually constitute 0.07 to 0.1 O of the 
diameter and that bar placement inevitably entails deviations. 
1.1.5 BUNDLED BARS 
(a) Bundled bars versus large diameter bars 
The standard series of large diameter (</J 2 32 mm) reinforcing bars includes two diameters in 
Europe, 40 mm and 50 mm, and three in the United States, 11 (</J 35 mm), 14 (</J 44 mm) and 
18 (</J 57 mm). (*l While using these diameters provides for more compact reinforcement, which 
is a clear advantage, it also entails two drawbacks. On the one hand, the substantial load trans­
fers generated call for carefully designed anchorage. On the other, since such large diameter 
bars cannot be lap spliced, construction is more complex and costly. Indeed, even lap splicing, 
if it were allowed, would be extremely expensive because of the extra steel needed for the long 
overlap lengths that would be required. 
The alternative solution is to use bundled bars, which afford the advantages of compact distri­
bution without the aforementioned drawbacks. 
(b) Possibly usable bundles 
The EC2 specifications are summarised below. 
• As a rule, no more than three bars can be bundled (and their axes must not be in the same plane). 
• In overlap areas and when using compressed bars in vertically cast members in which no 
splicing is needed, four bars are required. 
• The equivalent diameter (for the ideal bar whose area is the same as the area of the bundle) 
must not be over 55 mm. 
(c) Equivalent diameters, areas and mechanical strength 
The specifications laid down in Tables T-1.6 and T-1.7 are applicable to bars with an equivalent 
diameter </Jn = </J Jil:, where nb is the number of bars and <jJ is the diameter of each individual 
bar (Table T-1.8). 
TABLE T-1.6. 
MAXIMUM BUNDLES GENERAL SPECIFICATIONS 
<jJ in mm 
n 25 28 32 40 
2 YES YES YES NO 
3 YES YES YES NO 
4 Only in overlaps NO NO NO 
(*) In the United States and Canada, bars are designated by their diameter expressed in eighths of an inch. 
8 
TABLE T-1.7 
BUNDLES COMPRESSED BARS IN VERTICALLY CAST MEMBERS 
AND OVERLAP AREAS IN GENERAL 
</>in mm 
n 25 28 32 40 
2 YES YES YES NO 
3 YES YES YES NO 
4 YES NO NO NO 
TABLE T-1.8 
BUNDLES EQUIVALENT DIAMETERS in mm 
</>in mm 
n 25 28 32 40 
2 35 40 45 57 
3 43 48 55 69 
4 50 56 64 80 
( d) Cross-sectional arrangement of bundles 
• Distances between bundles or bundles and bars. The provisions of 1.1.4 apply. The mini­
mum distance must be equal to the equivalent diameter, </> n' whose values are given in 
Table T-1.8. Note that the minimum spacing between bundles is the physical space be­
tween two points on the perimeter of the bar closest to the nearest bar in another bundle. 
The space between two bundles should always be large enough to accommodate a vibrator 
during concrete casting. 
• Cover. The cover must be at least equal to the equivalent diameter, <l>n' measured as the 
distance to the closest bar. 
• For anchorage and overlaps in bundled bars, see item 8.9.3 of EC2. 
1.1.6 SURFACE REINFORCEMENT 
For bars with a diameter of over 32 mm, the following rules supplement the specifications in 
EC2, 8.4 and 8.7. 
When such large diameter bars are used, cracking may be controlled either with surface rein­
forcement or by calculating crack widths. 
As a general rule, large diameter bars should not be lapped. Exceptions include sections 
whose smallest dimension is 1.0 m or where the stress is no greater than 80 per cent of 
the design's ultimate strength. In any event, such bars should be lapped with mechanical 
devices. 
In addition to shear reinforcement, transverse reinforcement should be placed in anchorage 
zones with no transverse compression. 
9 
(a) Additional reinforcement 
For straight anchorage lengths (see Figure 1-5), such additional reinforcement should be at 
least as described below. 
(i) In the direction parallel to the stressed surface: 
(ii) In the direction perpendicular to the stressed surface: 
where: 
As is the cross-sectional area of the anchored bar 
n1 is the number of layers with bars anchored at the same point in the member 
n2 is the number of bars anchored in each layer. 
[1.5] 
[1.6] 
The additional transverse reinforcement should be uniformly distributed in the anchorage 
area and bars should not be spaced at more than five times the diameter of the longitudinal 
reinforcement. 
I I 
o Anchored bar 
• Continuing bar 
Example: On the left, n1 = 1, and n2= 2 and on the right, 
n1 =2,n 2 =2 
ADDITIONAL REINFORCEMENT IN AN ANCHORAGE FOR LARGE 
DIAMETER BARS WHERE THERE IS NO TRANSVERSE COMPRESSION 
Figure 1-5 
For surface reinforcement, (i) and (ii) apply, but the area of the surface reinforcement should not 
be less than 0.01 Act.ext in the direction perpendicular, and 0.02 Act.ext in the direction parallel, to 
the large bars. Act.ext is the area of the tensile concrete external to the stirrups (see Figure 1-6). 
(b) Additional surface reinforcement 
Surface reinforcement may be needed either to control cracking or to ensure adequate 
cover resistance to spalling. EC2 addresses this question in Informative Annex J, summarised 
below. 
10 
Surface reinforcement to resist spalling should be used where the main reinforcement com­
prises: 
• bars with diameters of over 32 mm; 
• bundled bars with an equivalent diameter of over 32 mm. 
The surface reinforcement, which should consist of welded-wire mesh or narrow bars, should 
be placed outside the stirrups, as shown in Figure 1-6. 
Assurf~0.Q1Actext 
/\ 
Act, ext /\ 
L,_. -""?-
As.surf 
I I I I I I I I I I I 
I 
~1 :S150mm 
x is the depth of the neutral axis at ULS 
Figure 1-6. Example of surface reinforcement 
The area of the surface reinforcement As.sun should not be less than 0.01 Act.ext in the directions 
parallel and perpendicular to the tension reinforcement in the beam. 
Where the reinforcement cover is over 70 mm, similar surface reinforcement should be used, 
with an area of 0.005 Act.ext in each direction for enhanced durability. 
The longitudinal bars in surface reinforcement may be regarded as constituting reinforcement 
to resist any other action effects whatsoever. 
AR. If such additional reinforcement is included, concrete with a suitable slump should be used 
and poured and compacted with utmost care. 
1.2 TYING BARS 
This issue is not addressed in the EC2 or in any CEN standard. Three excellent References 
((6), (7) and (8)) are available on the subject: 
• The Concrete Society, Spacers for reinforced concrete Report CS 101, Concrete Society, 
1989. 
• Comite Euro-International du Beton (CEB), Spacers, chairs and tying of steel reinforcement, 
Lausanne, 1990. 
• BS 7973:2001, Spacers and chairs for steel reinforcement and their specifications. 
111.2.1 TYING METHOD 
Reinforcing bars are always tied with tempered steel wire, generally 1.6 mm in diameter. 
Figure 1-7 Figure 1-8 
Standard practice is to use wires fitted with hooks (Figure 1-7) that are marketed in three or 
four lengths to adjust to the standard bar diameters. They are tied with the tool depicted in 
Figure 1-8, consisting of a worm spindle with which the steel fixer first hooks the two loops in 
the wire together (Figure 1-7) and then pulls outward on the tool, joining the bars in just two 
or three movements (Figure 1-9). The use of tongs leads to bonds such as that depicted in 
Figure 1-10, which often work loose. A valid alternative is mechanical joiners that tie the bars 
securely (Figure 1-11). 
Figure 1-9 Figure 1-10 Figure 1-11 
1.2.2 TIE POINTS 
The following recommendations are made. 
• Slabs and plates. All the intersections between bars around the perimeter of the reinforce­
ment panel should be tied. 
In the rest of the panel, where the bar diameter is 20 mm or less, every second intersection 
should be tied. Where the bars are 25 mm or larger, the distance between tied intersections 
should not exceed 50 diameters (Figure 1-12) of the thinnest tied bar. 
I a i-----·--------< 
Figure 1-12 
12 
• Beams. All the corners of the stirrups must be tied to the main reinforcing bars. If welded-wire 
fabric reinforcement is used to form the stirrups, the main reinforcing bars at the corners should 
be tied at intervals no larger than 50 times the diameter of the main reinforcing bars. 
All the bars not located in the corner of the stirrup should be tied at intervals no larger than 
50 times the bar diameter. 
Multiple stirrups should be tied together (Figure 1-13). 
Corner bars in all stirrups 
(a) 
Every 50 0 1 
All other bars 
(b) 
Figure 1-13 
Multiple stirrups 
(c) 
• Columns. All the ties should be tied to the main reinforcement at the intersections. When 
welded-wire fabric cages are used, the vertical wires should be tied to the main reinforce­
ment at intervals measuring 50 times the bar diameter. 
• Walls. The bars are tied at every second intersection. 
For the intents and purposes of tying reinforcing bars, precast walls manufactured with the 
mid-plane in a horizontal position are regarded to be slabs. 
The rules for slabs and plates are applicable to walls cast in situ (Figure 1-14). 
-
Figure 1-14 
• Footings. The horizontal part of the starter bars should be secured at each right-angle 
intersection between starter bar and foundation reinforcement. All the ties in footings 
should be secured to the vertical part of the starter bars. 
AR. The footing assembly should have at least two tie bars. 
13 
1.3 SPACERS AND CHAIRS 
This subject is not addressed in the EC2 or in any CEN standard. Here also, references (6), (7) 
and (8) are excellent sources of information. 
Spacers and chairs are elements made of sundry materials used to ensure a suitable concrete 
cover or to hold bars in position. The specific definition for each is given below (see (1.3.1 a) 
and (1.3.1 b)). 
1.3.1 TYPES OF SPACER AND CHAIR 
(a) Spacers 
The are plastic or galvanised or stainless steel wire or steel plate or mortar elements designed 
to ensure a satisfactory concrete cover for reinforcing bars. Three general types of spacer can 
be distinguished. 
• Wheel or clip spacers, which are tied with a wire or clipped to bars or act as unsecured sup­
ports (Figure 1-15). Figure 1-16 shows a manual procedure for making this type of spacer 
where necessary. (*) 
Semi-circular impression 
made with a round bar 
(a) 
Figure 1-15 
_Wire 
The length of mortar is cut into 
separate spacers with a trowel 
(b) 
Figure 1-16 
(*) 'Home-made' spacers are not usually permitted. 
14 
• Linear spacers designed to support the bottom beam and slab reinforcement where the 
bars must be prevented from toppling (Figure 1-17). 
(a) 
(c) (d) 
Figure 1-17 
(e) 
• End spacers (Figure 1-18), placed at the ends of bars to ensure they remain at a sufficient 
distance from the formwork. 
(a) (b) 
Figure 1-18 
(b) Chairs 
Chairs are usually made of galvanised or stainless steel wire. They may be discrete, to support 
bars in a specific position, or continuous, for continuous support (Figure 1-19). Type ( c); which~ 
may be made of welded-wire fabric, is especially suitable for slabs and flooring. Plastic tubes 
are required where the slab soffit is tobe exposed. 
A Plastic e tube 
~) 
~asticcap 
A 
Plastic cap 
(a) (b) (c) 
Figure 1-19 
15 
In all cases their purpose is to separate the top reinforcement in slabs from the formwork or the 
soil, or the various layers of reinforcement in walls or similar. 
Linear chairs should in turn rest on suitable spacers to prevent corrosion. 
(c) Special chairs 
The standard sizes in which chairs are manufactured are limited for reasons of economy. 
Nonetheless, similar elements are needed in very deep slabs or very wide walls to secure the 
reinforcing bars. 
These elements, known as 'special chairs', are normally made with the off cuts metal gener­
ated when assembling concrete reinforcement (Figure 1-20 (a)). Their diameter and dimen­
sions should be in keeping with the depth of the member and, in slabs, with the weight of the 
top layer of reinforcement. 
If they rest on the formwork, they should be supported by spacers (Figure 1-20 (b)). They are 
tied to the bottom layer, when present (Figure 1-20 (c)). 
(a) 
t J 1 :~ l 
. : ::J : 
' 
(b) (c) 
Figure 1-20 
(d) Price 
The price of spacers, chairs and special chairs is usually included in the kilo of reinforcing steel 
assembled at the worksite. While the financial impact of these elements is small, their cost 
should be estimated where large slabs and plates are involved. 
Important note: Spacers, chairs and special chairs must be positioned in such a way that they 
ensure that all cover distances are 1 O mm greater than called for in the design. The reason is to 
provide the necessary tolerance for bar deformation between spacers so that the actual cover 
or distance is not less than the minimum values. 
1.3.2 GRAPHIC REPRESENTATION 
The conventional signs listed in the box below (Figure 1-21) are used in drawings to symbolise 
spacers, chairs and special chairs. 
16 
1.3.3 PLACEMENT RULES 
(a) Slabs and footings 
(a) WHEEL OR CLIP SPACER 
A LATERAL VIEW 
• SUPPORT SIDE VIEW 
(b) LINEAR TYPE SPACER 
- LATERAL VIEW 
- PLANVIEW 
(c) END SPACER 
c::J4 LATERAL VIEW 
=-o PLAN VIEW 
(d) DISCRETE CHAIR 
/\ LATERAL VIEW 
0 PLANVIEW 
(e) CONTINUOUS CHAIR 
SIDE VIEW (PROFILE) 
---D-- PLAN VIEW 
(f) SPECIAL CHAIR 
L_ SIDE VIEW (PROFILE) 
l PLANVIEW 
Figure 1-21 
• Bottom reinforcement layers should rest on and be attached to spacers positioned at 
intervals measuring no more than 50 times the bar diameter and never over 1 OOO mm 
(Figure 1-22) . 
. Q i t SECTION ' 0 i t SECTION 
x 
Cl) 
E 
E 
E 
0 
0 
I.() 
-
-
II 
'I 
• 
II 
I~ 
I 
. 
500 mm I max. 
II 
II~ 
• . 
Individual bars Welded fabric 
w ~ 
01 
SPACERS FOR BOTTOM REINFORCEMENT IN SLABS AND FOOTING 
Figure 1-22 
17 
PLAN 
• The top reinforcement should rest on: 
continuous chairs set at intervals measuring not over 50 times the bar diameter. 
These continuous chairs rest, in turn, on the bottom reinforcement, if any (Figure 
1-23 (a)) and where there is none, on linear chairs spaced at no more than 500 mm 
(Figure 1-23 (b)); 
It 0 / 0 t+ SECTION 
PLAN 
sSO 01, not exceeding 
SOO mm for welded fabric 
(a) 
II 
IO 
PLAN 
Is 50 0 1, for bars or I 
500mm for welded fabric 
(b) 
CONTINUOUS CHAIRS FOR TOP REINFORCEMENT IN SLABS AND FOOTINGS 
WITH BOTIOM REINFORCEMENT 
Figure 1-23 
- discrete chairs spaced in both directions at no more than 50 times the diameter of 
the supported bar (Figure 1-24); 
u 
'C: 
..... .0 
oJ!1 
IA I\ 
.0 32 
~~ 
~al[ 
&.E 
oE 
IO E 
VI o 
0 
IO 
[_ _____ __j 
s50 0 1, for bars or 
500 mm for weldedfabric 
SECTION 
PLAN 
CHAIRS FOR TOP REINFORCEMENT IN SLABS AND 
FOOTINGS WITHOUT BOTIOM REINFORCEMENT 
Figure 1-24 
18 
- special chairs spaced at the intervals shown in Figure 1-25. 
E 
E 
0 ..,. 
0 ..... 
1200 mm 
PLAN 
SPECIAL CHAIRS FOR TOP REINFORCEMENT IN SLABS 
Figure 1-25 
(b) Spacers on slab edges 
• In the absence of horizontal reinforcement along the slab edges, spacers are placed 
on alternate bars, as in Figure 1-26 (a). 
SECTION tt i ~ ~ tt 
(a) Without horizontal reinforcement 
SECTION 
I Spacers on I 
alternate bars 
Spacers at 500 and not 
exceeding 1000mm 
(b) With horizontal reinforcement 
SPACERS FOR SLAB EDGES 
Figure 1-26 
ELEVATION 
ELEVATION 
• When the slab has horizontal reinforcement on the edges, the spacers should be 
placed as in Figure 1-26 (b). 
19 
(c) Spacers for ribbed slabs 
Spacing is as shown in Figure 1-27. 
Max. distance 50 0 1 not exceeding 1000 mm 
(a) Without stirrups 
(d) Beams 
Figure 1-27 
l 
h 
- Max. distance 1000 mm 
(b) With stirrups 
Spacers should be set in the stirrups at intervals of no more than 1 OOO mm longitudinally 
(Figure 1-28), with a minimum of three planes of spacers per span. 
Cross-wise placement must be as shown in Figure 1-28. 
~1°1 over 1000 mm ..__ ___ --··----·-~- -----< 
!SI 
0 
0 ...-
c: 01 
"' £ .... 
* ~ 
C) 
E 
"' Q) 
.0 
a. 
Q) 
Q) 
0 
(d) 
< 250 mm 
(b) 
(a) 
250 mm - 500 mm 
(c) 
Spacers at intervals 
not exceeding 50 0 1 ~ 
] > 500 ""'m""'m __ ---1 
(e) 
Figure 1-28 Spacers in beams 
End or ordinary spacers are needed at the ends of beams in contact with the formwork, 
depending on the case (Figure 1-29). 
20 
Figure 1-29 
(e) Columns 
Lengthwise along the member, spacers should be placed in the stirrups at no more than 100 
times the minimum diameter of the main reinforcement, with at least three planes of spacers 
per member or section (Figure 1-30). 
(a) 
SPACER ARRANGEMENT IN COLUMNS 
Figure 1-30 
Spacers at intervals 
not exceeding 50 0 1 
1-1 
II[ : J-.:, 
I Face ~-5_0_0_,_1 _-< 
(b) 
Spacers at intervals 
not exceeding 50 0, 
II 
Double links 
(c) 
I Spacers at intervals 
~ ~ot exceeding 50 0 1• 
a
~\ least 4 per group 
I 
One spacer per 50 0 1 
~ar :'reach facet 
O·, 
0, 
Circular columns 
(d) 
Multifaceted columns 
(e) 
MULTIFACETED COLUMNS 
Figure 1-31 
Crosswise placement should be as shown in Figure 1-31. 
21 
(f) Walls 
Spacers should be staggered in each layer of reinforcement at intervals measuring the 
larger of 500 mm or 50 times the diameter of the reinforcing bars. Spacers for reinforcement 
on opposite sides of the member must be placed at the same height. Spacing between the 
reinforcement on the two sides must be ensured with continuous chairs set at intervals of 
not over 1000 mm. In large retaining walls, special chairs must be used instead of chairs 
(Figure 1-32). 
In precast concrete walls whose mid plane is in a horizontal position, the spacers must be set 
as described for slabs. 
Continuous chairs at intervals not 
exceeding 1 OOO mm 
ELEVATION 
Spacers at intervals not exceeding the 
greater of 50 0 1 or500 mm 
in both directions 
n', : : : :\ : t PLAN 
I ::;1000 mm I 
I : SECTION 
I 
I 
-,,. 
~- I 
I I 
SPACERS AND CONTINUOUS CHAIRS FOR WALLS 
Figure 1-32 
1.4 WELDING REINFORCING BARS 
Bars are commonly welded together, using any of a number of procedures. The following is a 
summary of standard ENISO 17660-1, Welding of Reinforcing steel (11 ). 
1.4.1. TYPES OF WELD 
Two types of welded joints can be distinguished: 
(a) load-bearing 
(b) non-load-bearing. 
22 
In addition, such joints can be classified by their position or the welding procedure used. 
The welding procedures allowed for reinforcing bars are set out in Table T-1.9 (EC2, Table 3.4) 
and weldability requirements are established in EN 10080 (1 ). 
TABLE T-1.9 
WELDING PROCESSES PERMITTED 
AND EXAMPLES OF APPLICATION 
Loading conditions Welding method Tension bars1 Compression bars1 
flash welding butt joints 
manual metal arc 
butt joints with </> 2 20 mm, splice, lap and 
welding and metal 
arc welding with 
cross joints3 and joints with other steel 
filling electrode 
members 
Predominantly 
metal arc active welding2 splice, lap and cross3 joints and joints with 
static 
other steel members 
- butt joints with</> 2 20 mm 
friction welding butt joints, joints with other steel members 
resistance spot welding lap joints4 
cross joints2• 4 
flash welding butt joints 
manual metal arc welding - butt joints with </> 2 14 mm 
Not predominantly 
metal arc active welding2 butt joints with </> 2 14 mm -
static 
resistance spot welding lap joints4 
cross joints2• 4 
Notes: 
1. Only bars with approximately the same nominal diameter may be welded. 
2. Allowable ratio for mixed diameter bars 2 0.57 
3. For load-bearing joints with </> s 16 mm 
4. For load-bearing joints with</> s 28 mm 
All reinforcing bars shall be welded as specified in EN ISO 17760 (2). 
The welds joining wires along the anchorage length of welded-wire fabric shall be strong 
enough to resist the design loads. 
The strength of the welds in welded-wire fabric may be assumed to be adequate if each welded 
joint can withstand a shearing force equal to at least 25 per cent of the characteristic yield 
stress times the nominal cross-sectional area of the thicker of the two wires, if they differ in 
size. 
AR. In cross joints with hardened concrete arm.rnd the bars, the strength of the joint is 
25 per cent higher than in exposed joints. 
23 
1.4.2. WELDED JOINT DETAILS 
(a) Butt joints 
In all such joints, the edges are prepared as shown in Figure 1-33. 
"'60° 
\/ 
f--------=--¥,---=x-y -----i 
(a) Double V butt weld (b) Single V butt weld 
(c) Double bevel butt weld (d) Single V butt weld with backing 
Note: x and y depend on the welding process. 
EXAMPLES OF BUTT JOINT PREPARATION 
Figure 1-33 
(b) Lap joints 
Key 
x root gap 
y depth of root face 
These joints call for no preparation. The procedure is as shown in Figures 1-34 and 1-35. 
<::40 I;:: 212l 
Key 
1 Weld 
a Throat thickness 
0 Nominal diameter of the thinner of the two welded bars 
£0 Overall lap length 
w Weld width 
-- ~ =f 
·~ w 
Note: Welding is also possible on both sides with minimum weld length of 2.5 0. 
A conservative estimate of the effective throat thickness can be taken as 
a:::::0.5w. 
LAP JOINT 
Figure 1-34 
24 
<:40 <:4 0 
>--------+-----+--- - -----l 
I 
--------,--------
I 
- 10 
"-----;,~"-~'"~'"~'"~"-~"~"--~'"~' -"-~~~~~-~ _ _! 
Key 
1 Weld 
a Throat thickness 
0 Nominal diameter of the thinner of the two welded bars 
w Weld width 
a~0.3 0 
Note: Welding is also possible on both sides with minimum weld length of 2.5 0. 
(c) Cross joints 
A conservative estimate of the effective throat thickness can be taken as 
a'= 0.4 W, 
STRAP JOINT 
Figure 1-35 
Cross joints can be resistance-welded (with machines with widely varying characteristics) or 
metal-arc-welded (Figures 1-36 and 1-37). 
~- ---- - -----_ _] _ -t-
(a) Double-sided weld 
-~------- ___ L_t-
(b) Single-sided weld 
F ___. 
Key 
1 Longitudinal bar 
2 Transverse bar 
F Force to be anchored by transverse bar 
CROSS JOINTS WELDED BY RESISTANCE MANUAL ARC WELDING 
Figure 1-36 
-P--~- -l-
CROSS JOINTS WELDED BY RESISTANCE 
SPOT WELDING 
Figure 1-37 
25 
( d) Bar-to-steel structure joints 
The most common use of and details for these joints are shown in Figures 1-38 and 1-39. 
I 0.40St,but tmin=4mml 
(a) Side lap joint, single-sided welded 
Key 
1 Weld 
QI Nominal diameter of the welded bars 
e Distance between the bars 
t Thickness of the web of a section or of a 
plate to be welded 
tmin Minimum thickness of the web of a section 
or of a plate to be welded 
I 0.4 0 s t, but t min - 4 mm I 
(b) Side lap joint, double-sided welded 
SIDE LAP JOINT ON STRAIGHT REINFORCING STEEL BARS 
Figure 1-38 
I 0.4 0 s t, but t min = 4 mm I 
(a) Set-throughbar 
I 0.4 QI s t, but tmin = 4 mm I 
In case of a gap, the fillet weld size shall be 
increased by the dimension of the gap. 
(c) Set-on bar 
(b) Set-in bar 
Key 
a Throat thickness 
b Excess of the bar 
0 Nominal diameter of the welded bars 
t Plate thickness 
tmin Minimum thickness of the web of a section 
or of a plate to be welded 
TRANVERSE END PLATE JOINT 
Figure 1-39 
26 
1.5 VERIFICATION OF THE ANCHORAGE LIMIT STATE 
The method used is applicable to both flexible ( v ~ 2h) and stiff footings with a ratio of ~ > 1 . 
h 
The following is a more detailed description of the method than that found in EC2, 9.8.2.2. 
v 1- ---------< 
a 2 j 
~·------
(a) (b) 
Figure 1-40 
A 8° shear crack is assumed to be possible, as depicted in Figure 1-40 (a). Given the low 
bending reinforcement ratios, d may be accepted to be 0.9h and the height of the point where 
cracking begins, 0.9d or 0.81 h. 
For the sake of simplification, the moments used in the calculations below are the moments on 
the column face. A 75-mm side cover is also assumed, as in footings poured onto soil. 
The reinforcement anchor length should be as required to anchor the bar force from the point 
where the reinforcement intersects with the crack onward, i.e. point A. (The reinforcement is 
assumed to be constant across the entire width.) 
Taking the moments at B 
Fsx · 0.81h = xa1d • (v -;J 
where 
x= v- 0.81h cot() 
and operating, yields 
Fsx · 0.81h = ~d (v2 - 0.66h2 cot 2 e) 
a1d (v2 -0.66h2 cot 2 e) 
F = ---'--------"-
sx 1.62h 
[1. 7) 
In addition to the equation above and in keeping with the bending moment applied, the following 
must hold: 
2 2 
A f 0 81h . ~ ~ A f = (]'Id v 
s yd . • = (J'td 2 s yd 1.62h 
27 
from which it follows that: 
.e = Fsx . .e . As.req = ( v2 
- 0.66h2 cot 2 8) . .e . As,req 
b,net A f b A 2 b A 
s yd s,prov V s,prov 
[1.8] 
(.eb reflects bonding position I, given the position of the bars.) 
.e = [1 - 0.66 ( h )
2 
cot 2 e] .e · As,req (*l b,net V b A 
s,prov 
[1.9] 
1.5.1 BOND ANCHORAGE 
Given X= v-0.81 h cote: 
If .eb,net '.5,x-75 =V-0.81h cot8-70 use straight anchorage [1.1 O] 
If 0.7.eb,net ,_:::, x - 75 = v - 0.81h cot 8- 70 use hook anchorage [1.11] 
If 0.7.Cbnet >X-75 =V-0.81h COt8-70 lengthen .e' 1 [1.12] 
(See Figure 1-40 (b)) 
(Dimensions in mm) 
Since length .e'1 is in bonding position I: 
.e =x-75+.e' =v-0.81hcote-75+.e' 
b,net 0.7 1 0.7 1 
and consequently: 
.e· = .e _ v -0.81h cote- 75 
1 b,net 0.7 
[1.13] 
where .eb,net is calculated as per [1.9]. 
Since: 
x = v -0.81h cote: 
The minimum value of x is found with the maximum value of cot () which, according to 
EC2, is equal to cot() = 2.5, yielding: 
or 
x = v -2.03h = h(~ - 2.03) 
x v 
-=--2.03 
h h 
[1.14] 
(*) [1.9] is a more general expression than the formulas set out in EC2, in which critical value x is simpli­
fied to be equal to 0.5h. See the discussion below. 
28 
2+---+---+-----1 
1.97 
(~) 
D---~~-+&--~~+--~--1 
1 2 2.03 3 4 
a2- a1 
2 v 
-h-=h 
Figure 1-41 
The graph in Figure 1-41 shows the distance x in terms of h for different values of ~. 
h 
If ~ ~ 2.5, a conservative value for x is 0.5h, as adopted in Eurocode EC2. Direct calcula­
h 
tion is preferable. 
1.5.2 WELDED TRANSVERSE BAR ANCHORAGE 
In this case, the force to be anchored at the end of the bar, assuming a 75-mm cover, is defined 
as shown in Figure 1-42. 
75mm 
Welded 
bar 
Figure 1-42 
x-75 [ x-70] F0 = Fsx -----e;-·Fsx =Fsx 1-----e;- where Fsx was deduced from [1.7] 
and substituting 
F = CY1d (v2 -0.66h2 cot 2 e) [1- v-75-0.81hcot el 
0 1.62h £b 
. 1.62hA/yd 
and given CY,d = 2 
v 
[1.15] 
hence, according to the discussion in section 1.6, with welding strength 0.5 A/yd' the 
number of welded transverse bars required, n, is calculated as: 
29 
n= ~(1-o.66 (h)2 cot2 e]cb. As.req [ 1-v-75-0.81h cot BJ 
2 V As,prov C b 
[1.16] 
Inasmuch as expression [1.16] is always less than one, anchorage is attained with a 
welded transverse bar of the same diameter as the main bars. 
1.6 ANCHORAGE RULES FOR WELDED TRANSVERSE BARS 
This issue has been researched in a number of countries. The results are summarised below<*) 
in somewhat greater detail than in EC2. In this method, the strength of the welded joint can be 
found assuming that the cross-joined bars are surrounded by concrete. 
1.6.1 BARS WHERE 14:::; </>r:::; 32 mm, 14:::; </>L:::; 32 mm 
The design value of the anchorage capacity of a welded transverse joint can be found from the 
following formula: 
where: 
Fbtd = design value of the anchorage capacity of the welded transverse joint 
= 1.16~ r; ~Lr 
~~ 
[1.17] 
[1.18] 
Lr = in single transverse bars, bar length, or spacing between longitudinal bars, as appropriate 
<Pr = transverse bar diameter. 
(The assumption is that <PT :s; <PL and that the welded joint is at least 50 per cent of the design 
mechanical strength of the longitudinal bar). 
f. +a td0.05 cd < 3 f 
- cd y atd [1.19] 
t,d0,05 = design characteristic tensile strength of the concrete surrounding the welded joint. Its 
sign is positive 
fed = design compressive strength of the concrete 
acd = design compressive stress in the concrete in the direction normal to the axes of the 
two bars (positive for compression) 
y = 0.015 + 0.14 e<-0•1sx) 
c 
[1.20] X=2-+1 
~ 
c = cover in the direction perpendicular to the axes of the two bars 
Fwd = guaranteed design strength for the welded joint (where y s = 1.15). 
(*) The following formulas are based essentially on research conducted by Finnish construction and 
reinforcing steel companies. Of particular note are the studies conducted by Statens Tekniska Forsk­
ingscentral and Pekka Nykyri (9), which were included in the Annex to the final version of Eurocode 
2, Part 3 (Concrete foundations) (10). (It presently forms parts of Part of EC2 (5)). 
30 
The foregoing is illustrated graphically in Figure 1-43. 
Anchored bar h 
1~---ti---~---+ + -~~--t-J0r 
~- T~20 j 
bar 
Cross weld to anchor bar 
(a) 
Figure 1-43 
If two transverse bars are welded to opposite longitudinal sides, the anchorage strength found 
with the aforementioned formula is doubled (Figure 1-44 (a)). By contrast, if two transverse para­
llel bars are welded at the minimum spacing of 3 rj>T' strength is multiplied by 1.4 (Figure 1-44 (b)). 
0r 
II 
0Lf= f : > 9 
---W-J"r 
(a) 
Figure 1-44 
1.6.2 BARS WHERE </>TS 12 mm, <PL s 12 mm 
(b) 
The strength of a welded transverse joint in a concrete mass is at least 25 per cent greater than 
the strength of the same welded joint found with the standard uncovered joint test. 
The design value of the anchorage capacity of a welded transverse joint can be found from the 
following formula: 
- <Pr Fbtd -1.25Fwd s 16AsL ·fed -
rpL 
[1.21] 
where the minimum bar length or spacing between parallel longitudinal bars, as appropriate, 
must be 2 7 1> L: 
Fwd = design guaranteed strength for welded joint 
<PT = transverse bar diameter, <Prs 12 mm 
<j>L = anchored bar diameter, 1>L s 12 mm 
AsL = area of the transverse bar cross-section. 
(The assumption is that 1>T s <PL and that the strength of the welded joint is at least 50 per cent 
of the design mechanical strength of the longitudinal bar.) 
31 
If two transverse bars (Figure 1-45) are welded at the minimum spacing of 4 </>T' strength is 
multiplied by 1.4. 
• i<•••q. • 
Figure 1-45 
1.7 RELATIONSHIP BETWEEN CONSTRUCTION DETAILS AND DURABILITY 
The insufficient durability of many concrete structures is one of the most severe problems 
encountered in this type of construction today. 
Satisfactory construction detailing plays an essential role in concrete structure durability. Such 
details affect performance in any number of ways, including the aspects listed below. 
(a) They contribute to appropriate cover over reinforcement, preventing corrosion during the 
expected design life. 
(b) They control shrinkage and thermal contraction cracking. 
(c) They controlcracking due to reinforcement elongation. 
(d) They prevent cracking in anchorage and curved areas. 
(e) They prevent cracking due to excessive local compressive stress in the concrete. 
Construction detailing in the design not only has an impact on the safety and cost of built struc­
tures, but on their durability as well. 
Table E.1 Nin Annex E of EC2 (reproduced as Table T-1.1 O below) recommends the minimum 
concrete strength for each exposure class. 
Indicative 
strength class 
Indicative 
strength class 
TABLE T-1.10 
INDICATIVE STRENGTH CLASSES 
Exposure class according to Table 4.1 
Corrosion 
Carbonation-induced Chloride-induced 
Chloride-induced 
corrosion 
corrosion corrosion 
from sea water 
XC1 XC2 XC3IXC4 XD1 I XD2 XD3 XS1 XS2 I XS3 
C20/25 C25/30 C30/37 C30/37 C35/45 C30/37 C35/45 
Damage to concrete 
No risk Freeze/thaw attack Chemical attack 
XO XF1 XF2 XF3 XA1 I XA2 XA3 
C12/15 C30/37 C25/30 C30/37 C30/37 C35/45 
32 
2 Constructive details 
Group 01 Foundations 
Group 02 Retaining walls and basement walls 
Group 03 Columns and joints 
Group 04 Walls subjected to axial loads 
Group 05 Beams and lintels 
Group 06 Slabs, ribbed slabs and precast slabs with beam and block and hollow core floor 
systems 
Group 07 Flat slabs 
Group 08 Stairs 
Group 09 Bearings 
Group 1 O Brackets and dapped-end beams 
Group 11 Ground slabs and galleries 
Group 12 Chimneys, towers and cylindrical hollow columns 
Group 13 Silos, caissons and rectangular hollow columns 
Group 14 Reservoirs, tanks and swimming pools 
Group 15 Special construction details for earthtiuake zones 
33 
Group 01 
Foundations 
CD- 01.01 
WALL FOOTING SUPPORTING 
A REINFORCED CONCRETE WALL 
01 
Off cuts 0 2 = 0 1 I 2 
;~Every fifth pair of vertical 
/ bars in the wall) 
. Construction jo~ ~:.:_®®© ® 
,',.':~~ 
,:r---------'-l:f~'°ft-'------,---+---J:\,~~,' Spacers 
r1 
R=20orl J 
a 
Off cuts 
02 
CROSS- SECTION 
PLAN 
ELEVATION 
L4 ~~~ (every fifth 3.50 5 0 
36 
bar) 
Ur 
J12 
See@ 
f 
@ 
----] 
r1 
R 
13 
I 
© 
@ 
ARRANGEMENT WHEN TINO 
STARTER BARS ARE USED PER 
MAIN BAR IN THE COLUMN 
reinforcement 0 3 
CD - 01.01 NOTES 
1. RECOMMENDATIONS 
1. The <j>1 bars rest directly on the top of the footing, with no hooks needed. 
2. L1 is the <1> 1 bar lap length. 
3. AR. The starter bars are diameter <j>1 bars. L4 should be 2'. ebd, but length ebd is defined in EC2 for the least 
favourable case. In this case the side covers for the <1> 1 bars are very large. See (12), p. 69. A safe value 
would be e'bd = ~ebd . If L4 <~ ebd, often a more suitable solution than increasing the depth of the footing is 
3 3 
to use two starter bars for every <j> 1 bar in the wall. The sum of the cross-sections of these two bars should 
not be less than the <1>1 bar cross-section, but their diameter should be such that ~ ebd < L4 , where ebd is the 
3 
anchorage length. The arrangement detail is as in alternative (d).This rule can be applied wherever the bar 
cover is 2'. 10 <I> but not under 10 cm. 
4. r1 = 7.5 cm if the concrete for the footing is poured directly against the soil. 
5. r2 = 2.5 cm but not less than <j>4 • 
6. See 1.5 to determine when to use anchor type a, b or cat the end of the <j>4 reinforcing bar. 
7. Length L2 shall suffice to tie the <j> 1 starter bars securely to two <j>5 transverse bars. (It may not be less than 
2s, where s is the space between <j>5 bars.) 
8. The bars with diameters <j>2 and <j>3 are supports whose sole purpose is to keep the starter bar assembly 
firmly in place while the concrete is cast in the foundations. The starter bar assembly is to be tied at all cross 
points. Depending on the case, these ties may be supplemented or replaced by positioning reinforcement <j>6 
in lapping length L1 before pouring the concrete in the footing. 
9. The top of the footing is smoothed with floats or a power float except in the contact area with the future wall, 
where a rough surface such as is generated by the vibrator is needed. 
10. In soft soils, the 25 cm over the level of the future blinding should not be excavated until shortly before pour­
ing the concrete to ensure that the soil is not softened by rainfall immediately before placement. 
11. The foundation subgrade must be compacted before the blinding is poured. 
12. The blinding under the footing is floated or smoothed with a power float. Its standard 10-cm thickness may 
be varied to absorb tolerances in foundation subgrade levelling. 
13. Where the footing is to be poured on soils that constitute an aggressive medium, it should be protected by 
an asphalt membrane as specified. 
14. Before pouring the concrete to form the wall, the joint surface should be cleaned and pressure hosed. The 
concrete should not be cast until the surface dries. 
15. See 1.2 and 1.3 for descriptions of how to tie bars and place spacers. 
37 
CD-01.02 WALL FOOTING SUPPORTING A BRICK WALL 
a 
v 
i 
'--- Compacted subgrade 
r----v ____ _j 
-04 I ····· End spacer 
LAsphalt membrane (if any) 
CROSS-SECTION 
38 
® 
r1 
R = 20 or-I J 
3.50 50 
i::::::===~' 
© 
CD-01.02 NOTES 
1. RECOMMENDATIONS 
1. r, = 7.5 cm if the concrete for the footing is poured directly against the soil. 
2. r2 = 2.5 cm but not less than $4 • 
3. See 1.5 to determine when to use anchor type a, b or cat the end of the $4 reinforcing bar. 
4. The top is smoothed with floats or a power float. The mortar bed under the wall that interfaces with the foot­
ing shall be 1 O mm thick. 
5. In soft soils, the 25 cm over the level of the future blinding should not be excavated until shortly before pour­
ing the concrete to ensure that the soil is not softened by rainfall immediately before placement. 
6. The foundation subgrade should be compacted before the blinding is poured. 
7. The blinding under the footing is floated or smoothed with a power float. Its standard 10-cm thickness may 
be varied to absorb tolerances in foundation subgrade levelling. 
8. Where the footing is to be poured on soils that constitute an aggressive medium, it should be protected by 
an asphalt membrane as specified. 
9. Before the first bed mortar is laid under the wall, the area of the joint that will interface with it should be 
pressure hosed. The mortar should not be placed until the surface of the footing dries. 
1 O. See 1.2 and 1.3 for descriptions of how to tie bars and place spacers. 
2. STATUTORY LEGISLATION 
This type of footing is not addressed in EC2 (5). 
The articles in the Code on spread footings are partially applicable. 
39 
CD-01.03 SPREAD FOOTING 
h 
v 
A .. 
Scm 
v 
Construction joint 
See@ 
and note 8 
Compacted subgrade 
ELEVATION 
f-----------a ________ __, 
i r 1 
-~--
' 
I 
,-- /~\ ,-..., 
I \_ y 
a I [/,, I 
L __ __ _J 
l ---
r1 
PLAN 
@) 
ARRANGEMENT WHEN TWO STARTER 
BARS ARE USED PER MAIN BAR IN THE 
COLUMN. (SEE NOTE 3) 
I r1 
I 
See @ 
v 
~ 
D 
® 
DETAIL OF STARTER BAR STIRRUPS 
40 
VIEW FROM A 
r1 
R=20orl J 
3.50 50 
~====~' 
----j 
R 
© 
CD - 01.03 NOTES 
1. RECOMMENDATIONS 
1. The $1 bars rest directly on the top of the footing, with no hooks needed. 
2. L1 is the $, bar lap length. 
3. AR. The starter bars are diameter $1 bars. L4 should be 2 £bd' but length £bd is defined in EC2 for the least 
favourable case. In this case the side covers for the$, bars are very large. See (12), p. 69. A safe value 
would be £'bd =~ £bd . If L4 <~ £bd, often a more suitable solution than increasing the depth of the footing is 
3 3 
to use two starter bars for every $1 bar in the wall. The sum of the cross-sections of these two bars should 
not be less than the $1 bar cross-section, but their diameter should be such that ~ cbd < L4, where £bd is the 
3 
anchorage length. The arrangement detail is as in alternative (d).This rule can be applied wherever the bar 
cover is 2 10 $but not under 10 cm. 
4. r1 = 7.5 cm if the concrete for the footing is poured directly againstthe soil. 
5. r2 = 2.5 cm but not less than $4 • 
6. See 1.5 to determine when to use anchor type a, b or c at the end of the $4 reinforcing bar. 
7. Length L2 shall suffice to tie the $, starter bars securely to two $5 transverse bars. (It may not be less than 
2s, where sis the space between the $5 bars.) 
8. The starter bar ties are supports whose sole purpose is to keep the starter bar assembly firmly in place while 
the concrete is cast in the foundations. The starter bar assembly is to be tied at all cross points. These are 
not the same ties as in the column. 
9. The top of the footing is smoothed with a float or power float except in the contact area with the future col­
umn, where a rough surface such as is generated by the vibrator is needed . . 
10. In soft soils, the 25 cm over the level of the future blinding should not be excavated until shortly before pour-
ing the concrete to ensure that the soil is not softened by rainfall immediately before placement. 
11. The foundation subgrade must be compacted before the blinding is poured. 
12. The blinding under the footing is floated or smoothed with a power float. Its standard 10-cm thickness may 
be varied to absorb tolerances in foundation subgrade levelling. 
13. Where the footing is to be poured on soils that constitute an aggressive medium, it should be protected by 
an asphalt membrane as specified. 
14. Before pouring the column concrete, the joint surface should be cleaned and pressure hosed. The concrete 
should not be cast until the surface dries. 
15. See 1.2 and 1.3 for descriptions of how to tie bars and place spacers. 
16. Where calculations are very tight, the mid plane in pairs of lapped bars should be perpendicular to the direc­
tion of the greatest bending moment acting on the column springing. 
17. Rectangular footings can be set out in exactly the same way, although the resulting grid is logically not 
symmetrical. 
41 
CD-01.04 SPREAD FOOTING WITH VARIABLE DEPTH 
v I- ------~-i v 
r1 
-
" 
I 
" " ' 
" " 
" 
I 
I 
a 
/ 
/ 
/ 
/ 
/ 
/ I 
/ +---
' i r1 
See@®© 
See@ I ® 
h 
~---+- 10 cm @ 
f1 
---11-
Blinding ---' 
121• I AsphaH membrane (if any) 
~ Compacted subgrade 
JL3 
ELEVATION 
a 
-
I/ 
" 
/ 
" 
/ 
// -
,-- ;:::--=-i \ I 
I 
I 
\ _ __.1· I 
I 
I I 
I 
I 1#. 
L __ __ __J 
I 
- -
/ " / " / " I'-
PLAN 
/ 
/ 
/ 
/ 
/ 
/ 
' 
" 
" 
" " ' 
-
42 
/ 
I 
' 
r1 
Se e@ 
® 
@) 
ARRANGEMENT WHEN TWO 
STARTER BARS ARE USED PER 
MAIN BAR IN THE COLUMN. 
(SEE NOTE 3) 
~D~l ·~ 
® 
DETAIL OF STARTER 
BAR STIRRUPS. 
t$'-t$" 
~\) 
~cr;,""/ 
CD-01.04 NOTES 
1. RECOMMENDATIONS 
1. The qi1 bars rest directly on the top of the footing, with no hooks needed. 
2. L1 is the qi1 bar lap length. 
3. AR. The starter bars are diameter qi1 bars. L4 should be ~ ebd' but length ebd is defined in EC2 for the least 
favourable case. In this case the side covers for the qi1 bars are very large. See {12), p. 69. A safe value 
would be fl'bd =3.ebd • If L4 <3. ebd, often a more suitable solution than increasing the depth of the footing is 
3 3 
to use two starter bars for every qi1 bar in the wall. The sum of the cross-sections of these two bars should 
not be less than the qi1 bar cross-section, but their diameter should be such that 3. fibd < L4, where ebd is the 
3 
anchorage length. The arrangement detail is as in alternative (d). 
Particular care should be taken with edge or corner columns, because there either L4 ~ L1, or the two starter 
bars per qi1 bar arrangement should be adopted (detail (d)). 
4. r1 = 7.5 cm if the concrete for the footing is poured directly against the soil. 
5. r2 = 2.5 cm but not less than 4>4• 
6. See 1.5 to determine when to use anchor type a, b or cat the end of the 4>4 reinforcing bar. 
7. The square base with side length L5 should be at least 15 cm2 to provide for assembly of the column 
formwork. 
8. Length L2 shall suffice to tie the qi1 starter bars securely to two 4>5 transverse bars. (It may not be less than 
2s, where sis the space between 4>5 bars.) • 
9. The sole purpose of the starter bar ties is to keep the starter bar assembly firmly in place while the concrete 
is cast in the foundations. The starter bar assembly is to be tied at all cross points. These are not the same 
ties as in the column. 
1 O. The top of the footing is smoothed with a float or power float except in the contact area with the future col­
umn, where a rough surface such as is generated by the vibrator is needed. 
11. In soft soils, the 25 cm over the level of the future blinding should not be excavated until shortly before pour­
ing the concrete to ensure that the soil is not softened by rainfall immediately before placement. 
12. The foundation subgrade must be compacted before the blinding is poured. 
13. The blinding under the footing is floated or smoothed with a power float. Its standard 10-cm thickness may 
be varied to absorb tolerances in foundation subgrade levelling. 
14. Where the footing is to be poured on soils that constitute an aggressive medium, it should be protected by 
an asphalt membrane as specified. 
15. Before pouring the column concrete, the joint surface should be cleaned and pressure hosed. The concrete 
should not be cast until the surface dries. 
16. See 1.2 and 1.3 for descriptions of how to tie bars and place spacers. 
17. Where calculations are very tight, the mid plane in pairs of lapped bars should be perpendicular to the direc­
tion of the greatest bending moment acting on the column springing. 
18. Rectangular spread footings can be set out in exactly the same way, although the resulting grid is logically 
not symmetrical. 
19. This type of footing is usually cost-effective for large loads. Even in that case, a s 25° to ensure that the 
concrete slope can be maintained during vibration. 
20. In large footings, top surface reinforcement may be advisable to prevent drying shrinkage and thermal con­
traction. 
43 
CD-01.05 CIRCULAR FOOTING (CIRCULAR REINFORCEMENT) 
NOTE: This footing, out of use for years, has recently made a comeback in windmill 
foundations. See also CD-01.06 for a variation of considerable interest. 
._... _______ D ---·-----···-···-··-·-·-·-·-·-·--·-··-··-
v 
Construction joint 
~r, 
~ 
'/_End spacers on one 
per five radial bars 
h 
10 cm 
L Asphalt membrane (if any) 
CROSS-SECTION 
04 
05-- . ----+---=--~ 
05 / ' 
01~ 0a_J 
PLAN 
44 
See@ @ 
ARRANGEMENT WHEN TWO 
STARTER BARS ARE USED PER 
MAIN BAR IN THE COLUMN. 
(SEE NOTE 3) 
ID 
® 
DETAIL OF STARTER 
BAR STIRRUPS. 
CD - 01.05 NOTES 
1. RECOMMENDATIONS 
1. The <1> 1 bars rest directly on the top of the footing, with no hooks needed. 
2. L1 is the <1>1 bar lap length. 
3. AR. The starter bars are diameter <1>1 bars. L4 should be 2 Rbd' but length Rbd is defined in EC2 for the least fa­
vourable case. In this case the side covers for the <1> 1 bars are very large. See (12), p. 69. A safe value would 
be R'bd =~Rbd • If L4 <~ Rbd, often a more suitable solution than increasing the depth of the footing is to use 
3 3 
two starter bars for every <1>1 bar in the wall. The sum of the cross-sections of these two bars should not be 
less than the <1>1 bar cross-section, but their diameter should be such that ~ fbd < L4, where Rbd is the anchor-
• 3 
age length. The arrangement detail is as in alternative (d).This rule can be applied wherever the bar cover is 
2 10 <I> but not under 10 cm. 
4. r, = 7.5 cm if the concrete for the footing is poured directly against the soil. 
5. r2 = 2.5 cm but not less than <1>0. 
6. The L5 wide circular base should measure at least 15 cm to provide a base for the column formwork. 
7. Length L2 shall suffice to tie the starter bars securely to the reinforcing bars. (Normally L2 = 2s, where sis the 
spacing for circular reinforcement.) 
8. The sole purpose of the starter bar ties is to keep the starter bar assembly firmly in place while the concrete 
is cast in the foundation.The starter bar assembly is to be tied at all cross points. These are not the same 
ties as in the column. 
9. The top of the footing is smoothed with a float or power float except in the contact area with the future col­
umn, where a rough surface such as is generated by the vibrator is needed. 
10. In soft soils, the 25 cm over the level of the future blinding should not be excavated until shortly before pour­
ing the concrete to ensure that the soil is not softened by rainfall immediately before placement. 
11. The foundation subgrade must be compacted before the blinding is poured. 
12. The blinding under the footing is floated or smoothed with a power float. Its standard 10-cm thickness may 
be varied to absorb tolerances in foundation subgrade levelling. 
13. Where the footing is to be poured on soils that constitute an aggressive medium, it should be protected by 
an asphalt membrane as specified. 
14. Before pouring the column concrete, the joint surface should be cleaned and pressure hosed. The concrete 
should not be cast until the surface dries. 
15. See 1.2 and 1.3 for descriptions of how to tie bars and place spacers. 
16. Where calculations are very tight, the mid plane in pairs of lapped bars should be perpendicular to the direc­
tion of the greatest bending moment acting on the column springing. 
17. This type of footing is usually cost-effective for large loads. Even in that case, a ::::; 25° to ensure that the 
concrete slope can be maintained during vibration. 
18. In large footings, top surface reinforcement may be advisable to prevent drying shrinkage and thermal 
contraction. 
AR. According to EC2, lapping in circumferential reinforcement should be spaced at L5 • Any other length is 
preferable. (See (13), (14)). 
2. STATUTORY LEGISLATION 
This type of footing is not addressed in EC2 (5). 
45 
CD-01.06 CIRCULAR FOOTING (REINFORCED WITH 
TWO WELDED PANELS) 
D 
v 
Construction 
joint 
Spacer 
,.__ Asphalt membrane (if any) 
9 ~1 ~: ]\ 9 9 9 ~ ;: ~: 
.___ __ Blinding 
-
9 ~39 8 9 9 9 9 9 9 9 9 9 9 ~ 9 9 
See@ 
CROSS-SECTION 
ty 
0.50 
PLAN 
46 
x a 
l.O 
0 
0 2 
@ 
ARRANGEMENT WHEN TWO 
STARTER BARS ARE USED PER 
MAIN BAR IN THE COLUMN. 
(SEE NOTE3) 
D 
® 
DETAIL OF STARTER 
BAR STIRRUPS. 
CD-01.06 NOTES 
1. RECOMMENDATIONS 
1. The <j>1 bars rest directly on the top of the footing, with no hooks needed. 
2. L1 is the <j>1 bar lap length. 
3. AR. The starter bars are diameter <j>1 bars. L4 should be ;:o:fbd' but length fbd is defined in EC2 for the least 
favourable case. In this case the side covers for the <j>1 bars are very large. See (12), p. 69. A safe value 
would be R'bd =~fbd . If L4 <~ Rbd, often a more suitable solution than increasing the depth of the footing is 
3 3 
to use two starter bars for every <j>1 bar in the wall. The sum of the cross-sections of these two bars should 
not be less than the <j>1 bar cross-section, but their diameter should be such that ~ fbd < L4 , where fbd is the 
3 
anchorage length. The arrangement detail is as in alternative {d).This rule can be applied wherever the bar 
cover is ;:: 10 <j> but not under 10 cm. 
4. r1 = 7.5 cm if the concrete for the footing is poured directly against the soil. 
5. r2 = 2.5 cm but not less than <j>2 . 
6. The L5-wide circular base should measure at least 15 cm to provide a base for the column formwork. 
7. Length L2 shall suffice to tie the starter bars securely to the reinforcing bars. (It should not be less than 2s, 
where s is the space between bars <j>2). 
8. The sole purpose of the starter bar ties is to keep the starter bar assembly firmly in place while the concrete 
is cast in the foundations. The starter bar assembly is to be tied at all cross points. These are not the same 
ties as in the column. 
9. The top of the footing is smoothed with a float or power float except in the contact area with the future col­
umn, where a rough surface such as is generated by the vibrator is needed. 
10. In soft soils, the 25 cm over the level of the future blinding should not be excavated until shortly before pour­
ing the concrete to ensure that the soil is not softened by rainfall immediately before placement. 
11. The foundation subgrade must be compacted before the blinding is poured. 
12. The blinding under the footing is floated or smoothed with a power float. Its standard 10-cm thickness may 
be varied to absorb tolerances in foundation subgrade levelling. 
13. Where the footing is to be poured on soils that constitute an aggressive medium, it should be protected by 
an asphalt membrane as specified. 
14. Before pouring the column concrete, the joint surface should be cleaned and pressure hosed. The concrete 
should not be cast until the surface dries. 
15. See 1.2 and 1.3 for descriptions of how to tie bars and place spacers. 
16. See 1.6 for panel welding. 
17. Where calculations are very tight, the mid plane in pairs of lapped bars should be perpendicular to the direc­
tion of the greatest bending moment acting on the column springing. 
18. In large footings, top surface reinforcement may be advisable to prevent drying shrinkage and thermal con­
traction. 
2. SPECIFIC REFERENCES 
This solution was first used in northern Europe, together with welded panels (see 1.6). It was included in Part 3 
of EC2 in 1998 (10). Part 3 presently forms part of EC2 (see 9.8.2.1 ). This solution is only cost-effective in small 
footings where the circular trenches can be dug mechanically. 
The design is given in (12). Further to those calculations, the total longitudinal reinforcement in each panel can 
be found as: 
As,tot,x =A = ~ 
s,tot,y 3itd fyd 
where Fd is the design load on the column. 
47 
CD-01.07 SPREAD FOOTING AND EXPANSION JOINT 
r1 
f--
Asphalt 
Construction 
ioint 
Off cuts 
membrane (if any) subgrade 
ELEVATION 
a 
a 
PLAN - TOP REINFORCEMENT 
J_ 
Tr1 
-H f--r 1 - .......... -
>-- - See@ 
r -- , r - - -~ ' 
' ' '' ,,, 
' '' ' ' L -- " L - - -.J -.......... - 04 -1-1- ,..__ 
>-- 04 r--
/ 
v 
v v 
VIEW FROM A 
(Reinforcement recommended when 
pouring concrete in warm weather). 
Establish an area equal to 1 /8 of the 
04 main bottom bar. 
® 
DETAIL OF STARTER 
BAR STIRRUPS 
L NO r1 
f PLAN - BOTTOM REINFORCEMENT 
~: See details @@@and@) in CD-01.03 
48 
CD-01.07 NOTES 
1. RECOMMENDATIONS 
1. The <j>1 bars rest directly on the top of the footing, with no hooks needed. 
2. L1 is the <j>1 bar lap length. 
3. AR. The starter bars are diameter <j>1 bars. L4 should be 2fbd' but length fbd is defined in EC2 for the least 
favourable case. In this case the side covers for the <jl1 bars are very large. See {12), p. 69. A safe value would 
be f'bd =~fbd . If L4 <~ fbd, often a more suitable solution than increasing the depth of the footing is to use 
3 3 
two starter bars for every <j>1 bar in the wall. The sum of the cross-sections of these two bars should not be 
less than the <j> 1 bar cross-section, but their diameter should be such that ~ fbd < L4, where fbd is the anchor-
3 
age length. The arrangement detail is as in alternative (d).This rule can be applied wherever the bar cover is 
2 10 <j> but not under 10 cm. 
4. r1 = 7.5 cm if the concrete for the footing is poured directly against the soil. 
5. r2 = 2.5 cm but not less than <jl4 • 
6. See 1.5 to determine when to use anchor type a, b or cat the end of the <j>4 reinforcing bar. 
7. Length L2 shall suffice to tie the <j> 1 starter bars securely to two <j>4 transverse bars. {It may not be less than 
2s, where sis the space between <j>4 bars.) 
8. The sole purpose of the starter bar ties is to keep the starter bar assembly firmly in place while the concrete 
is cast in the foundations. The starter bar assembly is to be tied at all cross points. 
9. The top of the footing is smoothed with a float or power float except in the contact area with the future col­
umn, where a rough surface such as is generated by the vibrator is needed. 
10. In soft soils,the 25 cm over the level of the future blinding should not be excavated until shortly before pour­
ing the concrete to ensure that the soil is not softened by rainfall immediately before placement. 
11. The foundation subgrade must be compacted before the blinding is poured. 
12. The blinding under the footing is floated or smoothed with a power float. Its standard 10-cm thickness may 
be varied to absorb tolerances in foundation subgrade levelling. 
13. Where the footing is to be poured on soils that constitute an aggressive medium, it should be protected by 
an asphalt membrane as specified. 
14. Before pouring the column concrete, the joint surface should be cleaned and pressure hosed. The concrete 
should not be cast until the surface dries. 
15. See 1.2 and 1.3 for descriptions of how to tie bars and place spacers. 
16. Where calculations are very tight, the mid plane in pairs of lapped bars should be perpendicular to the direc­
tion of the greatest bending moment acting on the column springing. 
17. Rectangular footings can be set out in exactly the same way, although the resulting grid is logically not sym­
metrical. 
18. Unless calculated in the design, the width of the expansion joint should be 20-30 mm. 
19. Reinforcement <l>s is placed to control possible cracking on the top surface between two columns as the tem­
perature drops in the two frames, which pull in opposite directions. 
49 
CD-01.08 
Construction CD 
joint \--'----~ 
Piece of off cuts 
tied to the 0 1 
bar to secure the 
0 3 bars 
Scm 
STRAP FOOTING 
CROSS-SECTION A-A 
Blinding 
ELEVATION 
I -r ~1 ~ ----r -1 ·-· 
r 
r1 i 
-~ >-- Iv ~~+03 5cm 
l ·1 ,__ r:3 / b.:: 
\ T " " 
See@ 
\ " ; II II II II II 11 11 11 11 II II / f I 
\ " nl nl nl nl nl i1 i~ i1 -ii , Al nl1 / f I a 
6::: \ " 
IMl&l\llWWWWWW - - / '-
\ - I \i.' 05 
\ ____ --03 
Iv -
<---
• ~-
L 
I r 1 
NOTES: 
Reinforcement for column 
~ not specified. See 
CD-01.03 for details. 
See details®@©@ and® 
in CD-01.03. h 
04 
I 
_l 
PLAN ---
Off cuts 
frr.see@ 
I ,,,,--
50 
;--, 
I 
I 
'.J 
CD-01.08 NOTES 
1. RECOMMENDATIONS 
1. The <j>1 bars rest directly on the top of the footing, with no hooks needed. 
2. L1 is the <1> 1 lap bar length. 
3. The starter bars are diameter <1>1 bars, except where L4 < fbd' If L4 < fbd' often a more suitable solution than 
increasing the depth of the footing is to use two starter bars for every <j>1 bar in the column. The sum of the 
cross-sections of these two bars should not be less than the <1> 1 bar cross-section, but their diameter should 
be such that ebd' their anchorage length, should be< L4. 
4. r1 = 7.5 cm if the concrete for the footing is poured directly against the soil. 
5. r2 = 2.5 cm but not less than <j>4 • 
6. See 1.5 to determine when to use anchor type a, b or cat the end of the <j>4 reinforcing bar. 
7. Length L2 must suffice to tie the <j>1 starter bars securely to two <J>5 transverse bars. (It may not be less than 
2s, where sis the space between <j>5 bars.) 
8. Length L5 is the <j>2 bar anchorage length. 
9. If the tops of the beam and footing are flush, the beam should be at least 5 cm less deep to ensure that its 
reinforcement does not interfere with the reinforcing bars in the footing. 
10. In this case the column starter bars need ties of the same diameter and maximum spacing as in the column. 
They differ in size. 
11. The top of the footing is smoothed with a float or power float except in the contact area with the future col­
umn, where a rough surface such as is generated by the vibrator is needed. 
12. In soft soils, the 25 cm over the level of the future blinding should not be excavated until shortly before pour­
ing the concrete to ensure that the soil is not softened by rainfall immediately before placement. 
13. The subgrade is compacted before pouring the blinding for the footing and beam. 
14. The blinding is floated or smoothed with a power float. Its standard 10-cm thickness may be varied to absorb 
tolerances in foundation subgrade levelling. 
15. Where the footing is to be poured on soils that constitute an aggressive medium, it should be protected by 
an asphalt membrane as specified. 
16. Before pouring the column concrete, the joint surface should be cleaned and pressure hosed. The concrete 
should not be cast until the surface dries. 
17. See 1.2 and 1.3 for descriptions of how to tie bars and place spacers. 
2. STATUTORY LEGISLATION 
EC2 (5). 
51 
CD-01.09 SELF-CENTRED EDGE FOOTING 
r1 
f-----
-
" 
v 
03 
I . 
Construction 
joint 
See@@@ 
J 
Compacted 
subgrade Spacer End spacer 
ELEVATION 
r1 i See@ -0 4 
I 
-, I 
~ f I 
_J 
-r- -:-1 \ 
"J/ 
I 
..... 
:'.:..I ---
1 
_L 
rd 
a 
PLAN 
_J . @ 
. 
ARRANGEMENT WHEN TWO 
STARTER BARS ARE USED PER 
MAIN BAR IN THE COLUMN. 
(SEE NOTE 3) 
-
52 
02 
b 
-I 
r1 
~ 
.I 
SE . 
DETAIL OF STARTER 
BAR STIRRUPS. 
VIEW FROM A 
® 
CD-01.09 NOTES 
1. RECOMMENDATIONS 
1. The <!>, bars rest directly on the top of the footing, with no hooks needed. 
2. L, is the lap length in the larger of the reinforcing bars, <!>, or <j>2 . L2 is the<!>, bar lap length. 
3. The starter bars are diameter <!>, bars, except where L4 < L,. If L4 < L,, often a more suitable solution than 
increasing the depth of the footing is to use two starter bars for every <j>2 bar in the column. The sum of the 
cross-sections of these two bars should not be less than the <j>2 bar cross-section, but their diameter should 
be such that Rbd' their anchorage length, should be < L4• 
4. r, = 7.5 cm if the concrete for the footing is poured directly against the soil. 
5. r2 = 2.5 cm but not less than <j>3 . 
6. See 1.5 to determine when to use anchor type a, b or c at the end of the <1>2 and <j>3 reinforcing bars. 
7. The <j>4 distribution steel has a straight extension at the end. 
8. Length L5 should suffice to tie <!>, starter bars to <j>2 bars; 20 cm is the suggested length. 
9. In this case the column starter bars need ties of the same diameter and maximum spacing as in the column. 
They differ in size. 
10. The top of the footing is smoothed with a float or power float except in the contact area with the future col­
umn, where a rough surface such as is generated by the vibrator is needed. 
11. In soft soils, the 25 cm over the level of the future blinding should not be excavated until shortly before pour­
ing the concrete to ensure that the soil is not softened by rainfall immediately before placement. 
12. The subgrade is compacted before pouring the blinding for the footing and beam. 
13. The blinding is floated or smoothed with a power float. Its standard 10-cm thickness may be varied to absorb 
tolerances in foundation subgrade levelling. 
14. Where the footing is to be poured on soils that constitute an aggressive medium, it should be protected by 
an asphalt membrane as specified. 
15. Before pouring the column concrete, the joint surface should be cleaned and pressure hosed. The concrete 
should not be cast until the surface dries. 
16. See 1.2 and 1.3 for descriptions of how to tie bars and place spacers. 
2. STATUTORY LEGISLATION 
EC2 (5). 
53 
CD-01.10 COMBINED EDGE FOOTING (VARIATION 1) 
Asphalt 
membrane (if any) 
-
-
-
---
a (( 111 
di I 
~ 
-
IL61 
-1 
lb.. I 
~-
r~~ 
3~ 
LONGITUDINAL SECTION 
I I I I I I I 
' \ 
\ -- ·-
:Jr JI: 
~ .~ 
-H 
PLAN - TOP REINFORCEMENT 
See@ 0 - :.i 
-
, -
I "\"'" I 
I Ll 
- ~ 
PLAN - BOTTOM REINFORCEMENT -=i 
STIRRUP ARRANGEMENTS 
f ] 
VARIATION1 
Skin reinforcement 
__r 
a 
r on 2.5 cm t=~~~~~~~~~-a-
0 5 -->:.:!ll 
~o.1Wo cm I .. al ~Lb 
r2 
10 cm 
VARIATION 2 
NOTE: 
See details@@@@and @in CD-01.03 
54 
CD-01.10 NOTES 
1. RECOMMENDATIONS 
1. The <!>, and <1>2 bars rest directly on the top of the footing, with no hooks needed. 
2. L, is the lap length in the <!>, bar and L5 is the lap length in the <1>2 bar. 
3. AR. The starter bars in the inner column are diameter <j>2 bars. L4 should be 2ebd'but length ebd is defined in 
EC2 for the least favourable case. In this case the side covers for the <1>2 bars are very large. See (12), p. 69. 
A safe value would be e·bd =~ebd . If L4 <~ ebd, often a more suitable solution than increasing the depth of 
3 3 
the footing is to use two starter bars for every <1>2 bar in the column. The sum of the cross-sections of these 
two bars should not be less than the <j>2 bar cross-section, but their diameter should be such that ~ ebd < L4, 
where ebd is the anchorage length. The arrangement detail is as in alternative (d). 3 
Particular care should be taken with edge and corner columns, because there either L4 2 L,, or the two starter 
bars per <1>2 bar arrangement should be adopted (detail (d)). 
4. r, and r3 are equal to 7.5 cm if the concrete for the footing is poured directly against the soil. 
5. r2 = 2.5 cm but not less than <j>5 . 
6. See 1.5 to determine when to use anchor type a, b or cat the end of the <j>4 reinforcing bar. 
7. Length L2 shall suffice to tie <I>, or <j>2 starter bars to two <j>4 transverse bars. (It may not be less than 2s, where 
sis the space between the <j>4 bars.) 
8. In this case the edge <!>,column starter bars need ties of the same diameter and maximum spacing as in the 
column. They differ in size. See CD - 01.03 for inner column ties. 
9. Sole stirrups may only be used where a:<> 65 cm. If a> 65 cm, multiple stirrups are needed, except where 
the concrete absorbs the shear stress entirely. The vertical legs must be spaced at no more than 0.75d :<> 
60cm. 
10. If multiple stirrups are used, the horizontal legs must overlap along a distance of at least Lb, where Lb is the 
<j>5 bar lap length. (This is required for the horizontal leg of the stirrup to act as transverse bending reinforce­
ment.) 
11. The top of the footing is smoothed with a float or power float except in the contact area with the future col­
umn, where a rough surface such as is generated by the vibrator is needed. 
12. In soft soils, the 25 cm over the level of the future blinding should not be excavated until shortly before pour­
ing the concrete to ensure that the soil is not softened by rainfall immediately before placement. 
13. The subgrade is compacted before pouring the blinding for the footing and beam. 
14. The blinding is floated or smoothed with a power float. Its standard 10-cm thickness may be varied to absorb 
tolerances in foundation subgrade levelling. 
15. Where the footing is to be poured on soils that constitute an aggressive medium, it should be protected by 
an asphalt membrane as specified. 
16. Before pouring the column concrete, the joint surface should be cleaned and pressure hosed. The concrete 
should not be cast until the surface dries. 
17. See 1.2 and 1.3 for descriptions of how to tie bars and place spacers. 
2. STATUTORY LEGISLATION 
This type of footing is not addressed in EC2. 
55 
CD-01.11 COMBINED EDGE FOOTING (VARIATION 2) 
a 
h 
I 
Scm 
--tr 
~ 
-
11 111111 
-
~ 
~ 
L 
Construction 
joint 
I L b 
1, 
V1 , 
== 
== 02 
~ 
Scm Scm 
--tr-tr-
PLAN - TOP REINFORCEMENT 
See (cf) 
r., ' 
11 11 11 11 
11 ,I 1 11 ,11 I~· ,I 11 11 ~ 
II II II IJI Ill II II II I 
. .._ 
PLAN - BOTTOM REINFORCEMENT 
a 
Asphalt :~ ', , '· ', · '· < , '· < ·, '· ', , ··, ·, '· 
membrane (if any) 04 0s See@@© 
CROSS-SECTION 
-04 
11 11 
II 11 _ 
~ 
BETWEEN COLUMNS AT THE COLUMNS 
NOTE: See details@@@@and@ in CD-01.03 
56 
CD-01.11 NOTES 
1. RECOMMENDATIONS 
1. The <J>1 and <J>2 bars rest directly on the top of the footing, with no hooks needed. 
2. L1 is the lap length in the <1>1 bar and L5 is the lap length in the <1>2 bar. 
3. AR. The starter bars in the inner column are diameter <1>2 bars. L4 should be 2£bd, but length fibd is defined in 
EC2 for the least favourable case. In this case the side cover on the <j>2 bars is usually very large. See (12), 
p. 69. A safe value would be fi'bd =~fibd • If L4 <~ fibd, often a more suitable solution than increasing the 
3 3 
depth of the footing is to use two starter bars for every <1>2 bar in the wall. The sum of the cross-sections of 
these two bars should not be less than the <1>2 bar cross-section, but their diameter should be such that ~ fibd 
3 
< L4 , where fibd is the anchorage length. The arrangement detail is as in alternative (d}. (If the side cover on 
the web in the <1>1 or <1>2 bars is less than ten times their diameter, or less than 10 cm, substitute ~ fi bd for fibd 
3 
in the above formulas. 
Particular care should be taken with edge and corner columns, because there either L4 2 L1, or the two starter 
bars per <1>2 bar arrangement should be adopted (alternative (d)). 
4. r1 = 7.5 cm if the concrete for the footing is poured directly against the soil. 
5. r2 = 2.5 cm 2 <J>5 ; r3 = 2.5 cm 2 <J>6 . 
6. See 1.5 to determine when to use anchor type a, b or cat the end of the <J>4 and <j>5 reinforcing bars. 
7. Length L2 shall suffice to tie <1> 1 or <1>2 starter bars to two <j>4 transverse bars. (It may not be less than 2s, where 
sis the space between <J>4 bars.) 
8. In this case the edge column starter bars need ties of the same diameter and maximum spacing as in the 
column. The starter bars on the inner columns need ties of the same diameter and maximum spacing as in 
the column if the side cover over the T-section web is less than ten times their diameter, or less than 10 cm. 
Otherwise two ties suffice (see CD - 01.03) across depth h1 and two along the height of the web. 
9. The top of the footing is smoothed with a float or power float except in the contact area with the future 
column, where a rough surface such as is generated by the vibrator is needed. The flange-to-web joint is 
treated similarly. 
10. In soft soils, the 25 cm over the level of the future blinding should not be excavated until shortly before pour­
ing the concrete to ensure that the soil is not softened by rainfall immediately before placement. 
11. The subgrade is compacted before pouring the blinding for the footing and beam. 
12. The blinding is floated or smoothed with a power float. Its standard 10-cm thickness may be varied to absorb 
tolerances in foundation subgrade levelling. 
13. Where the footing is to be poured on soils that constitute an aggressive medium, it should be protected by 
an asphalt membrane as specified. 
14. Before pouring the column concrete, the joint surface should be cleaned and pressure hosed. The concrete 
should not be cast until the surface dries. The flange-to-web joint should be treated similarly. 
15. See 1.2 and 1 .3 for descriptions of how to tie bars and place spacers. 
2. STATUTORY LEGISLATION 
This type of footing is not addressed in EC2 (5). 
57 
CD - 01.12 STRAP FOOTING AT CORNER (1 of 2) 
c 
D 
~A 
0 _:__J 
~A 
c 
~B 
~~2.5cm 
I~---'---- 05 
CROSS-SECTION E-E 
CROSS-SECTION F-F 
L 
D 
58 
PLAN 
r. 
ARRANGEMENT WHEN TWO 
STARTER BARS ARE USED PER 
MAIN BAR IN THE COLUMN. 
01 --+-tt----1 
l===::====i*=l=*==I 
1r---tr-t--tt--t-- 02 
(See @) ==rr===:r=!'=TI'=1 
c 
CD- 01.12 NOTES 
1. RECOMMENDATIONS 
1. The $1 bars rest directly on the top of the footing, with no hooks needed. 
2. L1 is the $1 bar lap length. 
3. The starter bars are diameter $1 bars, except where L4 < L1• If L4 < L1 , often a more suitable solution than 
increasing the depth of the footing is to use two starter bars for every $1 bar in the column. The sum of the 
cross-sections of these two bars should not be less than the $1 bar cross-section, but their diameter should 
be such that Lb< L4 , where Lb is the anchorage length. The arrangement detail is as in alternative (e). 
4. r1 = 7.5 cm if the concrete for the footing is poured directly against the soil. 
5. r2 = 2.5 cm 2 $4 • 
6. See 1.5 to determine when to use anchor type a, b or c at the end of the $2 reinforcing bars. 
7. Length L2 must suffice to tie the $1 starter bars securely to two $2 transverse bars. (It may not be less than 
2s,where s is the space between $2 bars.) 
8. L6 is the $4 bar anchorage length. 
9. In this case the column starter bars need ties of the same diameter and maximum spacing as in the column. 
They differ in size. 
10. The top of the footing is smoothed with a float or power float except in the contact area with the future col­
umn, where a rough surface such as is generated by the vibrator is needed. 
11. In soft soils, the 25 cm over the level of the future blinding should not be excavated until shortly before pour­
ing the concrete to ensure that the soil is not softened by rainfall immediately before placement. 
12. The subgrade is compacted before pouring the blinding for the footing and beam. 
13. The blinding is floated or smoothed with a power float. Its standard 10-cm thickness may be varied to absorb 
tolerances in foundation subgrade levelling. 
14. Where the footing is to be poured on soils that constitute an aggressive medium, it should be protected by 
an asphalt membrane as specified. 
15. Before pouring the column concrete, the joint surface should be cleaned and pressure hosed. The concrete 
should not be cast until the surface dries. 
16. See 1.2 and 1.3 for descriptions of how to tie bars and place spacers. 
2. STATUTORY LEGISLATION 
This type of footing is not addressed in EC2. 
59 
CD- 01.12 STRAP FOOTING AT CORNER (2 of 2) 
h 
Asphalt ~ 
membrane (if any) 
-.------%1--'-f+r-----t-t---------t--'--YS9f-----'- 2. 5 cm 
h 
See@@@ 
02 Blinding' 
CROSS-SECTION B-8 
@ 
G) 
Construction joint 
l3 
CROSS-SECTION C-C 
2.5 cm-'----l~+---~;...\----H+-'-l'~ 
See@@@ 
Blinding 
CROSS-SECTION D-D 
60 
CD- 01.12 NOTES 
1. RECOMMENDATIONS 
1. The ~1 bars rest directly on the top of the footing, with no hooks needed. 
2. L1 is the ~1 bar lap length. 
3. The starter bars are diameter ~1 bars, except where L4 < L1 . If L4 < L1, often a more suitable solution than 
increasing the depth of the footing is to use two starter bars for every ~1 bar in the column. The sum of the 
cross-sections of these two bars should not be less than the ~1 bar cross-section, but their diameter should 
be such that Lb< L4, where Lb is the anchorage length. The arrangement detail is as in alternative (e). 
4. r1 = 7.5 cm if the concrete for the footing is poured directly against the soil. 
5. r2 = 2.5 cm 2 ~4 . 
6. See 1.5 to determine when to use anchor type a, b or c at the end of the ~2 reinforcing bars. 
7. Length L2 must suffice to tie the ~1 starter bars securely to two ~2 transverse bars. (It may not be less than 
2s, where s is the space between ~2 bars.) 
8. L6 is the ~4 bar anchorage length. 
9. In this case the column starter bars need ties of the same diameter and maximum spacing as in the column. 
They differ in size. 
10. The top of the footing is smoothed with a float or power float except in the contact area with the future col­
umn, where a rough surface such as is generated by the vibrator is needed. 
11. In soft soils, the 25 cm over the level of the future blinding should not be excavated until shortly before pour­
ing the concrete to ensure that the soil is not softened by rainfall immediately before placement. 
12. The subgrade is compacted before pouring the blinding for the footing and beam. 
13. The blinding is floated or smoothed with a power float. Its standard 10-cm thickness may be varied to absorb 
tolerances in foundation subgrade levelling. 
14. Where the footing is to be poured on soils that constitute an aggressive medium, it should be protected by 
an asphalt membrane as specified. 
15. Before pouring the column concrete, the joint surface should be cleaned and pressure hosed. The concrete 
should not be cast until the surface dries. 
16. See 1.2 and 1.3 for descriptions of how to tie bars and place spacers. 
2. STATUTORY LEGISLATION 
This type of footing is not addressed in EC2 (5). 
61 
CD - 01.13 SELF-CENTRED CORNER FOOTING 
-
i I 
F-" J 
c 
a 
02 
f----
D -
I 2 
""' 
c 
'\ 
v),_ 
~ 
~ 
" 
~ 
PLAN 
v 
Construction 
joint 
r1 
D 
2.5cm 
DETAIL A 
r. 
ARRANGEMENT WHEN TWO 
STARTER BARS ARE USED PER 
MAIN BAR IN THE COLUMN 
v 
01-~~~i=Fi~~~=i=ii§=T-1 r-~~~;:::::::;;=t::::::;:~~~~, '01 
fj---~~ 03 h h 03 ~ 02 
\TI;~~bdbd~~8-I r2 r2 > See 
~~~~~=~~~~--.10 cm 10 cm.---~~~~~-~~m."",,~~~ detail A 
CROSS-SECTION A-A 
Asphalt 
membrane (if any) 
See@@© 
-~~~~-<-m'~~~~~-+-----.10cm 
Spacer 
CROSS-SECTION C-C 
03 
CROSS-SECTION B-B 
Blinding ---~ 
CROSS-SECTION D-D 
NOTE: See detail @@@in CD-01.03 
62 
CD- 01.13 NOTES 
1. RECOMMENDATIONS 
1. The $1 bars rest directly on the top of the footing, with no hooks needed. 
2. L1 is the $1 bar lap length. 
3. The starter bars are diameter $1 bars, except where L4 < L1 • If L4 < L1, often a more suitable solution than 
increasing the depth of the footing is to use two starter bars for every $1 bar in the column. The sum of the 
cross-sections of these two bars should not be less than the $1 (bar cross-section, but their diameter should 
be such that Lb< L4 , where Lb is the anchorage length. The arrangement detail is as in alternative (e). 
4. r1 = 7.5 cm if the concrete for the footing is poured directly against the soil. 
5. r2 = 2.5 cm but not less than $2• 
6. See 1.5 to determine when to use anchor type a, b or c at the end of the $2 and $3 reinforcing bars. 
7. Length L2 shall suffice to tie the $1 starter bars securely to two $3 transverse bars. (It may not be less than 
2s, where s is the space between $3 bars.) 
8. In this case the column starter bars need ties of the same diameter and maximum spacing as in the column. 
They differ in size. 
9. The top of the footing is smoothed with a float or power float except in the contact area with the future col­
umn, where a rough surface such as is generated by the vibrator is needed. 
10. In soft soils, the 25 cm over the level of the future blinding should not be excavated until shortly before pour­
ing the concrete to ensure that the soil is not softened by rainfall immediately before placement. 
11. The subgrade is compacted before pouring the blinding for the footing and beam. 
12. The blinding is floated or smoothed with a float or power float. Its standard 10-cm thickness may be varied 
to absorb tolerances in foundation subgrade levelling. 
13. Where the footing is to be poured on soils that constitute an aggressive medium, it should be protected by 
an asphalt membrane as specified. 
14. Before pouring the column concrete, the joint surface should be cleaned and pressure hosed. The concrete 
should not be cast until the surface dries. 
15. See 1.2 and 1.3 for descriptions of how to tie bars and place spacers. 
2. STATUTORY LEGISLATION 
This type of footing is not addressed in EC2 (5). 
63 
CD - 01.14 COMBINED FOOTING (VARIATION 1) 
La 
~, ', ---1-1--s2 --1--1--s3 l -06' - Blinding 
Asphalt membrane (if any) 
End spacer 0 4 
03 
\ ~ 
\ ' / I 
\ 
\ ' / I 
- - - I 
a :~ ]: 
.., -r 
' / 
/ ' 
Construction 
joint 
' / 
' / 
r - -, 
:~ ]: .., .,,. 
' / 
/ ' 
Le 
~ 
I 
Special chair 
See@@© 
05\ ,' 
' ' 
0a 
I 
,__r 1 
~r1 ~ 
PLAN - TOP REINFORCEMENT 
0 0 s @ 5- rLs-j ee 7 
~ ~ 
' / 
n - II 
--- ' / II -- - h m-1- I ' / I 
I "'- I I 
~ '" ' / I" - II - ' / II - u 
/ ' 
PLAN - BOTTOM REINFORCEMENT 
VARIATION - 1 Skin reinforcement 
(if any) 
F OD 
<075D--1 ~s0.75d LJ~Lb 
s 60 cm VARIATION - 2 s 60 cm 
NOTE: 
See details@@©@® in CD-01.03 
V3 
I • -1 
Construction 
joint 
2.5 cmt===~~FF~~~ff~IT-r 
0a-~I 
r2b~~~~~~~~ 
~*3 
CROSS-SECTION 
64 
a 
h 
10 cm 
CD - 01.14 NOTES 
1. RECOMMENDATIONS 
1. The <!>, and <j>2 bars rest directly on the top of the footing, with no hooks needed. 
2. L, is the lap length in the <!>, bar and L5 is the lap length in the <j>2 bar. 
3. AR. The starter bars are diameter <!>, bars. L4 should be 2£bd' but length £bd is defined in EC2 for the least 
favourable case. In this case the side covers for the<!>, bars are verylarge. See (12), p. 69. A safe value 
would be £'bd =~£bd . If L4 <~ £bd• often a more suitable solution than increasing the depth of the footing is 
3 3 
to use two starter bars for every<!>, bar in the column. The sum of the cross-sections of these two bars should 
not be less than the <!>, bar cross-section, but their diameter should be such that ~ £bd < L4 , where £bd is the 
3 
anchorage length. The arrangement detail is as in alternative (d).This rule can be applied wherever the bar 
cover is 2 10 <!> but not under 10 cm. 
4. r, and r3 are equal to 7.5 cm if the concrete for the footing is poured directly against the soil. 
5. r2 = 2.5 cm. 
6. See 1.5 to determine when to use anchor type a, b or c at the end of the <j>6 and <j>7 reinforcing bars. 
7. Length L2 shall suffice to tie<!>, or <j>2 starter bars to two <j>6 or <j>7 transverse bars. (It may not be less than 2s, 
where sis the space between <j>6 or <j>7 bars.) 
8. L6 is the lap length in the larger of the <j>3 or <j>4 bars, L7 is the lap length in the larger of the <j>4 or <j> 5 bars and 
L8 is the lap length in the larger of the <j>6 or <j>7 bars. 
9. Sole stirrups may only be used where a~ 65 cm. If a> 65 cm, multiple stirrups are needed, except where 
the concrete absorbs the shear stress entirely. 
10. If multiple stirrups are used, the horizontal legs should overlap along a length of at least Lb, where Lb is the 
anchorage length of the <j>8 bars. (This is required for the horizontal leg of the stirrup to act as transverse 
bending reinforcement.) 
11. The sole purpose of the starter bar ties is to keep the starter bar assembly firmly in place while the concrete 
is cast in the foundations. The starter bar assembly is to be tied at all cross points. These are not the same 
ties as in the column. 
12. The top of the footing is smoothed with a float or power float except in the contact area with the future col­
umn, where a rough surface such as is generated by the vibrator is needed. 
13. In soft soils, the 25 cm over the level of the future blinding should not be excavated until shortly before pour­
ing the concrete to ensure that the soil is not softened by rainfall immediately before placement. 
14. The subgrade is compacted before pouring the blinding. 
15. The blinding is floated or smoothed with a float or power float. Its standard 10-cm thickness may be varied 
to absorb tolerances in foundation subgrade levelling. 
16. Where the footing is to be poured on soils that constitute an aggressive medium, it should be protected by 
an asphalt membrane as specified. 
17. Before pouring the column concrete, the joint surface should be cleaned and pressure hosed. The concrete 
should not be cast until the surface dries. 
18. See 1.2 and 1.3 for descriptions of how to tie bars and place spacers. 
2. STATUTORY LEGISLATION 
This type of footing is not addressed in EC2 (5). 
65 
CD- 01.15 COMBINED FOOTING (VARIATION 2) 
La I 1 Le 
_f V2 == i--------~-< 
----+----- 02 == 
03 
5cm 5cm 04 5cm 5cm 05 f1 
• 11 • · 11 --tt---tt--
a } 
~4~1 • I IS3 1s:1~1 • I Is~ I S7 I 
PLAN - TOP REINFORCEMENT 
L See@) - r- 8--j ~ 7 0 
' / 
" 
II 
' / II I 
JI. v " 
II II II I 111 - II II II II II II II II/ II II II II I 111m11 II II II 11---II II II I 111 - 111 II II II II II II I 11 1 1 11 II II 
Construction 
joint 
h 
Asphalt membrane 
(if any) 
NOTE: 
' / -
' / 
/ ' 
PLAN - BOTTOM REINFORCEMENT 
a 
See@@© 
See details @@©@® in CD-01.03 
66 
CD- 01.15 NOTES 
1. RECOMMENDATIONS 
1. The <j>1 and <j>2 bars rest directly on the top of the footing, with no hooks needed. 
2. L1 is the lap length in the <j> 1 bar and L5 is the lap length in the <j>2 bar. 
3. The starter bars are diameter <j> 1 bars, except where L4 < ~ L1• If L4 <~ L,, often a more suitable solution 
than increasing the depth of the footing is to use two starter bars for every <j>1 bar in the column. The sum 
of the cross-sections of these two bars should not be less than the <j>1 bar cross-section, but their diameter 
should be such that ~Lb < L4 , where Lb is the anchorage length. The arrangement detail is as in alternative 
3 
(d) The foregoing is equally applicable to <j>2 bars. (If the side cover on the web in the <j>1 or <j>2 bars is less than 
ten times their diameter, or less than 10 cm, substitute ~ L1 for L1 in the above formulas). 
3 
4. r1 = 7.5 cm if the concrete for the footing is poured directly against the soil. 
5. r2 = 2.5 cm 2 <j>8 ; r3 = 2.5 cm 2 <j>9 • 
6. See 1.5 to determine when to use anchor type a, b or c at the end of the <j>6 , <j>7 and <j>8 reinforcing bars. 
7. Length L2 shall suffice to tie<!>, or <1>2 starter bars to two <j>6 or <j>7 transverse bars. (It may not be less than 2s, 
where s is the space between <j>6 or <j>7 bars.) 
8. L6 is the lap length in the larger of the <j>3 or <j>4 bars, L7 is the lap length in the larger of the <j>4 or <j>5 bars and 
L8 is the lap length in the larger of the <j>6 or <j>7 bars. (Laps need not be used if the commercial length of the 
bars suffices.) 
9. The starter bars on the columns need ties of the same diameter and maximum spacing as in the column if 
the side cover over the T-section web is less than ten times their diameter, or less than 10 cm. Otherwise 
two ties suffice (see CD - 01.03) across depth h1 and two along the height of the web. 
10. The top of the footing is smoothed with a float or power float except in the contact area with the future 
column, where a rough surface such as is generated by the vibrator is needed. The flange-to-web joint is 
treated similarly. 
11. In soft soils, the 25 cm over the level of the future blinding should not be excavated until shortly before pour­
ing the concrete to ensure that the soil is not softened by rainfall immediately before placement. 
12. The subgrade is compacted before pouring the blinding for the footing and beam. 
13. The blinding is floated or smoothed with a float or power float. Its standard 10-cm thickness may be varied 
to absorb tolerances in foundation subgrade levelling. 
14. Where the footing is to be poured on soils that constitute an aggressive medium, it should be protected by 
an asphalt membrane as specified. 
15. Before pouring the column concrete, the joint surface should be cleaned and pressure hosed. The concrete 
should not be cast until the surface dries. The flange-to-web joint is treated similarly. 
16. See 1.2 and 1.3 for descriptions of how to tie bars and place spacers. 
2. STATUTORY LEGISLATION 
This type of footing is not addressed in EC2 (5). 
67 
CD- 01.16 TIE BEAM BETWEEN FOOTINGS 
PLAN 
Seismic area 
PLAN 
Compacted subgrade 
/ 
/ 
L Compacted subgrade 
VARIATION FOR FOOTINGS CAST IN FORMS I 
(See note 11 ) Construction 
201 joint 
-20, / 
h 
~>50mm 
'20 3=1 
Asphalt membrane (if any) 
Blinding 
CROSS-SECTION A-A 
68 
CD- 01.16 NOTES 
1. RECOMMENDATIONS 
1. r1 = 2.5 cm ;::>: cj>1 - cj>2 • 
2. r2 = 7.5 cm if the concrete for the footing is poured directly against the soil. 
3. In beams cast in an excavation width b should be at least 40 cm, for mechanised excavation. 
4. L1 is the cj>1 bar anchorage length. 
5. The top of the beam is floated or smoothed with a power float. 
6. The bottom of the excavation is compacted before pouring the blinding. 
7. The blinding under the footing is floated or smoothed with a power float. Its standard 10-cm thickness may 
be varied to absorb tolerances in foundation subgrade levelling. 
8. Where the footing is to be poured on soils that constitute an aggressive medium, it should be protected by 
an asphalt membrane as specified. 
9. See 1.2 and 1.3 for descriptions of how to tie bars and place spacers. 
1 O. Care should be taken to avoid beam breakage when compacting fill over tie beams. 
11. If the footing is cast in forms, footing and tie beams may be cast separately as shown. L2 is the cj>1 bar anchor­
age length. 
2. STATUTORY LEGISLATION 
See EC2, 9.8.3 (5). 
69 
CD-01.17 FOUNDATIONBEAM (VARIATION 1) 
- -
a 16 ~: 
I 
-
-
L_ 
-
f.--
L-l 
so.IM/ 
s60 cm 
NOTE: 
4\ i-----=-1 5\ t--"-1 6\ 
I ' I \ I I 
I I ' 7 \ 
' ~-- I 1- - --
:[ jJ: :1~ ]: 
~ 
_,, re... - -A 
' 
, 
, . 
PLAN - TOP REINFORCEMENT 
0 8 See@ - II - -
" / 
n n 
II II IR II II " / 
lf~/JI_: 
~' " / ~I 
I .. l 
" / - u --
a 
II II 
II II " / 
" " , 
' 
PLAN - BOTTOM REINFORCEMENT r1--l f---
f 
Skin reinforcement 
(if any) 
f 0 '1 
L-l 
~75d 
S60 cm 
VARIATION - 2 
I .. I~ Li, 
V3 
I • -1 
Construction 
joint 
2.5 cm:j=~~~~s:g~~~H---. 
09-~I 
r2b~~~~~~~fil < ... 10 cm 
~~ 
01or08 
Blinding 
See details @@©@® in CD-01.03 CROSS-SECTION 
70 
CD-01.17 NOTES 
1. RECOMMENDATIONS 
1. The <j>1, <j>2 and <j>3 bars rest directly on the top of the footing, with no hooks needed. 
2. L, is the lap length in the <j>1 bar, L5 is the lap length in the <j>2 bar and L6 is the lap length in the <j>3 bar. 
3. The starter bars are diameter <j>1 bars, except where L4 < L1 • If L4 < L1, often a more suitable solution than 
increasing the depth of the footing is to use two starter bars for every <j>1 bar in the column. The sum of the 
cross-sections of these two bars should not be less than the <j>1 bar cross-section, but their diameter should 
be such that Lb< L4 , where Lb is the anchorage length. The arrangement detail is as in alternative (d). For the 
inner columns, see CD - 01.03. 
4. L8 is the lap length in the larger of the <j>4 or <j>5 bars, L9 in the larger of the <j>5 or <j>6 bars and L10 in the larger of 
the <j>7 or <j>8 bars. 
5. r1 and r3 are equal to 7.5 cm if the concrete for the footing is poured directly against the soil. 
6. r2 = 2.5 cm ;::: <j>9 • 
7. See 1.5 to determine when to use anchor type a, b or c as end anchors. 
8. Length L2 shall suffice to tie <j>1, <j>2 or <j>3 starter bars to two <j>7 or <j>8 transverse bars. (It may not be less than 
2s, where s is the space between <j>7 or <j>8 bars.) 
9. The edge column starter bars need ties of the same diameter and maximum spacing as in the column. For 
the inner column starter bars, see CD - 01.03. 
10. The top of the footing is smoothed with a float or power float except in the contact area with the future col­
umn, where a rough surface such as is generated by the vibrator is needed. 
11. In soft soils, the 25 cm over the level of the future blinding should not be excavated until shortly before pour­
ing the concrete to ensure that the soil is not softened by rainfall immediately before placement. 
12. The subgrade is compacted before pouring the blinding for the footing and beam. 
13. The blinding is floated or smoothed with a power float. Its standard 10-cm thickness may be varied to absorb 
tolerances in foundation subgrade levelling. 
14. Where the footing is to be poured on soils that constitute an aggressive medium, it should be protected by 
an asphalt membrane as specified. 
15. Before pouring the column concrete, the joint surface should be cleaned and pressure hosed. The concrete 
should not be cast until the surface dries. 
16. See 1.2 and 1.3 for descriptions of how to tie bars and place spacers. 
2. STATUTORY LEGISLATION 
This type of footing is not addressed in EC2 (5). 
71 
CD - 01.18 FOUNDATION BEAM (VARIATION 2) 
1 La 1 lti 1 Le 
~~ I ~~ ~ ~ 0 0 3 ,,;,,,. V1 
: _(IJ,_ :: ~-' ,\Construe:~ joint - : _ See ®@© 
== 5 L1 0 04 5 C""' == Ls 0 0 "'= L5 0 7 == cnn 1 4 "" == 1 s s 0 5\ScT "'= ,. 6 ;, 
.._ ~ 1 1 == "'= r'rf:" 
~ ~ ~ 0 1'= / 02 \ 03 ;: I ~0:0hJ1 h 
~ l~I ~ "'=" - -- -- -- - - ~ - -- -- ~\ - -- -- == -- -- --~ 
~ -~ 
~ ~~· 
:s - / ""= I' / ' / == VJ ~I 
' . '·· 0'·::::: ::::::::::::::::::·:· ::···::::.:· :::·: ·:· ·::·:·. :. .:·:· ·: _::: -: :-. ::~ :: ::-::::::::. ·:::. :::·:::::::::::::::::::::::::1~: ::i ~~I 
~~;~~~::~K::~'~'"~~~:::::::~:~~::;T f·~~~;;":~:~?J T~~~~~ 
a 
PLAN - TOP REINFORCEMENT See@ 
0, 7 ~ /.-08 
I ' / 
I I 
I ' / I 
1111 II 
II II I I II II I ' / II II I I II II I II II I I II II I II II " I II II - ' / I ~~ 
~~ ,, / 
I/ ' I 
PLAN - BOTTOM REINFORCEMENT 
L 
a 
Construction 
joint 
See®@® 
h 
NOTE: See details@@@@and@ in CD-01.03 
72 
CD - 01.18 NOTES 
1. RECOMMENDATIONS 
1. The $1, $2 and $3 bars rest directly on the top of the footing, with no hooks needed. 
2. L1 is the lap length in the $1 bar, Ls is the lap length in the $2 bar and L6 is the lap length in the $3 bar. 
3. The starter bars are diameter $1 bars, except where L4 < L 1. If L4 < L1, often a more suitable solution than 
increasing the depth of the footing is to use two starter bars for every $1 bar in the column. The sum of the 
cross-sections of these two bars should not be less than the $1 bar cross-section, but their diameter should 
be such that Lb< L4, where Lb is the anchorage length. The arrangement detail is as in alternative (d). For the 
inner columns, see CD - 01.03. (If the side cover on the web in the $2 bars is greater than or equal to ten 
times their diameter, or more than 10 cm, the condition is L4 > ~ Ls . If it is less, L4 > Ls.) The same applies 
to $3 . 
4. L8 is the lap length in the larger of the $4 or $s bars, L9 is the lap length in the larger of the $s or $6 bars and 
L10 is the lap length in the larger of the $7 or $8 bars. (Anchorages need not be used if the commercial length 
of the bars suffices.) 
5. r1 = 7.5 cm if the concrete for the footing is poured directly against the soil. 
6. r2 = 2.5 cm but not less than $9; r3 = 2.5 cm but not less than $10• 
7. See 1.5 to determine when to use anchor type a, b or c as end anchors. 
8. Length L2 shall suffice to tie $1, $2 or $3 starter bars to two $7 or $8 transverse bars. (It may not be less than 
2s, where s is the space between $7 or $8 bars.) 
9. The edge column starter bars need ties of the same diameter and maximum spacing as in the column. The 
starter bars on the inner columns need ties of the same diameter and maximum spacing as in the column 
if the side cover over the T-section web is less than ten times their diameter, or less than 10 cm. Otherwise 
two ties suffice (see CD - 01.03) across depth h1 and two along the height of the web. 
10. The top of the footing is smoothed with a float or power float except in the contact area with the future 
column, where a rough surface such as is generated by the vibrator is needed. The flange-to-web joint is 
treated similarly. 
11. In soft soils, the 25 cm over the level of the future blinding should not be excavated until shortly before pour­
ing the concrete to ensure that the soil is not softened by rainfall immediately before placement. 
12. The subgrade is compacted before pouring the blinding. 
13. The blinding is floated or smoothed with a power float. Its standard 10-cm thickness may be varied to absorb 
tolerances in foundation subgrade levelling. 
14. Where the footing is to be poured on soils that constitute an aggressive medium, it should be protected by 
an asphalt membrane as specified. 
15. Before pouring the column concrete, the joint surface should be cleaned and pressure hosed. The concrete 
should not be cast until the surface dries. The flange-to-web joint should be treated similarly. 
16. See 1.2 and 1 .3 for descriptions of how to tie bars and place spacers. 
2. STATUTORY LEGISLATION 
This type of footing is not addressed in EC2 (5). 
73 
CD- 01.19 GRID FOUNDATION (VARIATION 1) (1 of2) 
1 - /\-I 
- + +- / 
\ 
T \ 
1 ,~ --
/ 
11 5cm 
I 
/ 15 cm 0 14 
/ E"t_ 
/ 
13' 5cm 
"' -05 j\:._06-1 
4 I \ 
' l " I 
l J 
11 ... / 
~cm / 
D / i 01~ t / 
0 
,_,' 014 12 "' 
0 
~ 
- ! / 
·-···-- t-! I'\ / 
\ 7 -T 0s 
See detail 3 1 
v. 
2 - /-
t ·~ v 
I/ 
v 
~cm4A ~ 
~ l,..E 't 
~15 
B 5cm 
,l-/ ~5 cmi=-t 
5 ~ I 
F I " ~ 
L ..J " 
4s 0 ";) 
/ 
I/ 
-05 
~ 5 C.!!1_. 
---._ ~c I 
- " .. 
I- --< "'\ I 
8 - x 
PLAN - TOP REINFORCEMENT 
Asphalt membrane 
(if any) 
Construction 
/joint 
02 
74 
3 3 
03 
- _j __________ ~e det 
----- -- ~_/~, 
) 
'--r--- r-----' 
017 
\ ~cm -
_t-F"\ 
."\ 
>---
""' 
018 
6 
v-06 F n 
L u v-
\ 
""' p._cm I"\-
·--- 017 
- 018 
/ 5cm 
7 
09 
____, - " 
-· -
9 
ail 2 
CD - 01.19 NOTES 
1. RECOMMENDATIONS 
1. r, = 2.5 cm ~ $, - $3 • 
2. r2 = 2.5 cm. 
3. r4 and r5 are equal to 7.5 cm if the concrete for the footing is poured directly against the soil. 
4. The $w $13 and $16 bars lie on the $1 , $4 and $7 bars, respectively. 
5. The $11 , $14 and $17 bars lie on the $2 , $5 and $8 bars, respectively. 
6. If the shear stress cannot be entirely absorbed by the concrete, the stirrups must be arranged in such a way 
that their vertical legs are not separated by more than 60 cm or 0.75d. Cross-ties, as shown, or multiple stir­
rups (see CD - 01.17) may be used. 
7. If multiple stirrups are used, the horizontal legs must be lapped along a distance of at least Lb, where Lb is the 
stirrup anchorage length. (This is required for the horizontal arm of the stirrup to act as transverse bending 
reinforcement; see CD - 01.17.) 
8. The corner column starter bars need ties of the same diameter and maximum spacing as in the column. Two 
stirrups suffice for the inner column starter bars (see CD - 01.03). 
9. The top of the footing is smoothed with a float or power float except in the contact area with the future col­
umn, where a rough surface such as is generated by the vibrator is needed. 
10. In soft soils, the 25 cm over the level of the future blinding should not be excavated until shortly before pour­
ing the concrete to ensure that the soil is not softened by rainfall immediately before placement. 
11. The subgrade is compacted before pouring the blinding. 
12. The blinding is floated or smoothed with a power float. Its standard 10-cm thickness may be varied to absorb 
tolerances in foundation subgrade levelling. 
13. Where the footing is to be poured on soils that constitute an aggressive medium, it should be protected by 
an asphalt membrane as specified. 
14. Before pouring the column concrete, the joint surface should be cleaned and pressure hosed. The concrete 
should not be cast until the surface dries. 
15. See 1.2 and 1.3 for descriptions of how to tie bars and place spacers. 
2. STATUTORY LEGISLATION 
This type of footing is not addressed in EC2 (5). 
75 
CD - 01.19 GRID FOUNDATION (VARIATION 1) (2 of2) 
La 
I • 
0 r)A 0 0 1 - 1 /\:~ 3 2 I 1- // 3 I 
/ 
- + j- / 
'\ J / I -t-I / 
I \: ~ ~ ~ 
/ / 
See detai 1 ,,~ -- -- / 
) 
0 5 cm J f-~m4A 
f.E_cm 013 - E-t_ '.t-E t 
5cm B 5cm -0 -1 -1 
-- 4 /\. 06 ~5cmi---
4 I ' 5 1 6 
T - - " r-
I 
" r\ 
0 5cm 
0)) 
- I 04- I-· 013 
D lo 4s 
_t' 
013 5cm 
~c -~· -· 
0 
-
_L ! ' / - ~ °' I -
- + -H " / F -'-\ ""' I j-
7 I \ ~ ~ -- 8 9 
See detail 3 \ 0-r 
PLAN - BOTTOM REINFORCEMENT 
76 
'3 
--' 
~ 
..,.--, 
-
~ 
-
Le 
-· 1 
v-1--
v--
'-- ~----....~ 
( ) i 
',_~- '-·\§ ee 
etail 2 d 
+-§cm 015 
l_t'F 
016 
····- -------
-
0 6 
f-:7 
~ 04 
+-~cm 
I 
I 015 
i5Cm ,_ 
-
~ 
v-
010 
DETAIL3 
CD- 01.19 NOTES 
1. RECOMMENDATIONS 
1. r, = 2.5 cm 2 cji, - cji3 . 
2. r2 = 2.5 cm. 
3. r4 and r5 are equal to 7.5 cm if the concrete for the footing is poured directly against the soil. 
4. The cjiw cji, 3 and cji16 bars lie on the cji,, cji4 and cji7 bars, respectively. 
5. The cji,,, cji, 4 and cji17 bars lie on the cji2 , cji5 and cji8 bars, respectively. 
6. If the shear stress cannot be entirely absorbed by the concrete, the stirrups must be arranged in such a way 
that their vertical legs are not separated by more than 60 cm or 0.75d. Cross-ties, as shown, or multiple 
stirrups (see CD - 01.17) may be used. 
7. If multiple stirrups are used, the horizontal legs must be lapped along a distance of at least Lb, where Lb is the 
stirrup anchorage length. (This is required for the horizontal arm of the stirrup to act as transverse bending 
reinforcement; see CD - 01.17.) 
8. The corner column starter bars need ties of the same diameter and maximum spacing as in the column. Two 
stirrups suffice for the inner column starter bars (see CD - 01.03). 
9. The top of the footing is smoothed with a float or power float except in the contact area with the future col­
umn, where a rough surface such as is generated by the vibrator is needed. 
10. In soft soils, the 25 cm over the level of the future blinding should not be excavated until shortly before pour­
ing the concrete to ensure that the soil is not softened by rainfall immediately before placement. 
11. The subgrade is compacted before pouring the blinding. 
12. The blinding is floated or smoothed with a power float. Its standard 10-cm thickness may be varied to absorb 
tolerances in foundation subgrade levelling. 
13. Where the footing is to be poured on soils that constitute an aggressive medium, it should be protected by 
an asphalt membrane as specified. 
14. Before pouring the column concrete, the joint surface should be cleaned and pressure hosed. The concrete 
should not be cast until the surface dries. 
15. See 1.2 and 1.3 for descriptions of how to tie bars and place spacers. 
2. STATUTORY LEGISLATION 
This type of footing is not addressed in EC2 (5). 
77 
CD-01.20 GRID FOUNDATION (VARIATION 2) (1 of2) 
1 
Le 
020 
I~ 
I 
10347 
L_~ 
021 D 
____j'-
5cm 
035 
Construction 
joint 
h 
r1f==i,~~~~~~~$W 
'/'>n*'7>7'7h~"""~7777'77-J.~-+10cm 
01 Blinding 
CROSS-SECTION A-A 
5cm 
4c 
PLAN - TOP REINFORCEMENT 
r 5 Construction 
(Joint 
--011 
022 °26 
CROSS-SECTION E-E 
78 
CD-01.20 NOTES 
1. RECOMMENDATIONS 
1. r1 = 2.5 cm. 
2. r2 = 2.5 cm. 
3. r3 = 2.5 cm. 
4. r4 and r6 are equal to 7.5 cm if the concrete for the footing is poured directly against the soil. 
5. r5 = 2.5 cm. 
6. The <j> 17, <j>22 and <j>28 bars lie on the <j> 1, <j>6 and <j> 12 bars, respectively. 
7. The <l>w <j>23 and <j>29 bars lie on the <j>2 , <j>7 and <j> 13 bars, respectively. 
8. The <j>20, <j>25 and <j>31 bars lie on the <j>4 , <j>9 and <j> 15 bars, respectively. 
9. L2 = 20 cm. 
10. The corner and edge column starter bars need ties of the same diameter and maximum spacing as in the 
column. The starter bars on the inner columns need ties of the same diameter and maximum spacing as in 
the column if the side cover over the T-section web is less than ten times their diameter, or less than 1 O cm. 
Otherwise two ties suffice (see CD - 01.03) across depth h1 and two along the height of the web. 
11. The top of the footing is smoothed with a float or power float except in the contact area with the future col­
umn, where a rough surface such as is generated by the vibrator is needed. 
12. In soft soils, the 25 cm over the level of the future blinding should not be excavated until shortly before pour­
ing the concrete to ensure that the soil is not softened by rainfall immediately before placement. 
13. The subgrade is compacted before pouring the blinding. 
14. The blinding is floated or smoothed with a power float. Its standard 1 0-cm thickness may be varied to absorb 
tolerances in foundation subgrade levelling. 
15. Where the footing is to be poured on soils that constitute an aggressive medium, it should be protected by 
an asphalt membrane as specified. 
16. Before pouring the column concrete, the joint surface should be cleaned and pressure hosed. The concrete 
should not be cast until the surface dries. The flange-to-web joint should be treated similarly 
17. See 1.2 and 1.3 for descriptions of how to tie bars and place spacers. 
2. STATUTORY LEGISLATION 
This type of footing is not addressed in EC2 (5). 
79 
CD-01.20 GRID FOUNDATION (VARIATION 2) (2 of2) 
La 1 
1-1+-++-11+-+11,__1_1 
_, _, -- -7 --~-
v 
5cm 
' .... r - - --1--~..5. 
I 
021~ 
Vi 
I 
i I 
Le \ I 
I 
017 ;'\• 
- I T 
I 
- I I 
- I 
I 
I 
I 
: 
I 
; 
I 
I 
L 
1-1 
I I 
:-1 
\ _tE 
r--026 
I 022 
- - - --
5c"T 
~ 
5cm 
-- - - -
1_ 
I I 
1-1 
: : 
I 
I I 
I I 
: : 
I I 
I I 
I I 
I- I 
I I 
I-: 
-
I I 
\ 
028 See 
I>- / detail 2 
032 
I 
See 
I -05detail 3 
\ 
- -:::-- --
.. t::':;: L _ _ _ __ _ -- _ _ _ _ __ 
0
J l L _ _ _ ---- _ _ _ _ J I L _ ::,,,_ ___ --~· 
-~- · -1±: +~,··: ~H±::±±:±ll::~l ..... *=±::±~±:'±1-:±~fdiffi:l ±:!~~::±~±::±!:I -:±±1~· ffim~;-:::±!*l!::f:~~~~ 
7 I 012 - ~016 8 I 012- ~016 9 I 012 \L_016 
c 
&110270,, 
n-050~~60~:1032 n 
lb 034 035 035-u 
STIRRUP 
ARRANGEMENT 
PLAN - BOTTOM REINFORCEMENT 
~ 
90° BEND 
See@@® 
in CD-01.03 
Skin 
reinforcement 
DETAIL 4 
80 
0a 
07~f-ff--~-tt-~-tt-~it-'N 
010---10rt1t----tttt----tt1r----t1 
NOTES: 
See@@® 
in CD-01.03 
spacer 
FOR SIMILAR STARTER BAR LAYOUT AND 
COLUMN ANCHORAGE SEE CD-01.08. 
BARS WITH SUBSCRIPTS 2, 3, 7, 8, 13, 14, 18, 
19, 23, 24, 29 AND 30 CONSTITUTE SKIN 
REINFORCEMENT AND ARE PLACED 
CONTINUOUSLY ALONG THE ENTIRE SECTION. 
CD-01.20 NOTES 
1. RECOMMENDATIONS 
1. r1 = 2.5 cm. 
2. r2 = 2.5 cm. 
3. r3 = 2.5 cm. 
4. r4 and r6 are equal to 7.5 cm if the concrete for the footing is poured directly against the soil. 
5. r5 = 2.5 cm. 
6. The <j> 17 , <j>22 and <j>28 bars lie on the <j>1 , <j>6 and <j> 12 bars, respectively. 
7. The <1>18' <j>23 and <j>29 bars lie on the <j>2 , <j>7 and <j> 13 bars, respectively. 
8. The <1>20' <j>25 and <j>31 bars lie on the <j>4 , <j>9 and <j>15 bars, respectively. 
9. L2 = 20 cm. 
10. The corner and edge column starter bars need ties of the same diameter and maximum spacing as in the 
column. The starter bars on the inner columns need ties of the same diameter and maximum spacing as in 
the column if the side cover over the T-section web is less than ten times their diameter, or less than 10 cm. 
Otherwise two ties suffice (see CD - 01.03) across depth h1 and two along the height of the web. 
11. The top of the footing is smoothed with a float or power float except in the contact area with the future col­
umn, where a rough surface such as is generated by the vibrator is needed. 
12. In soft soils, the 25 cm over the level of the future blinding should not be excavated until shortly before pour­
ing the concrete to ensure that the soil is not softened by rainfall immediately before placement. 
13. The subgrade is compacted before pouring the blinding. 
14. The blinding is floated or smoothed with a power float. Its standard 10-cm thickness may be varied to absorb 
tolerances in foundation subgrade levelling. 
15. Where the footing is to be poured on soils that constitute an aggressive medium, it should be protected by 
an asphalt membrane as specified. 
16. Before pouring the column concrete, the joint surface should be cleaned and pressure hosed. The concrete 
should not be cast until the surface dries. The flange-to-web joint should be treated similarly. 
17. See 1.2 and 1.3 for descriptions of how to tie bars and place spacers. 
2. STATUTORY LEGISLATION 
This type of footing is not addressed in EC2 (5). 
81 
CD- 01.21 FOUNDATION SLAB (1 of 2) 
Le 
0b1(Top) 
0b2(Bottom) 
Le 
La 
rl» B 2 3 
---f ;;;+-+ - --C~t- -
I I I 
- --fe¥+- - - -{~j---t-
·:o..r·· ~·· 
A 1 +-+--+-+-+-+-+--+-+--+-+---+-+-+--+--+---+----+---+-+--<>-+-+----+---+->--+-+-+-+-+--+-+---+-+~ A 
t t 
7 i 48 8 i 0b3(Top) 9 i 
0b4(8ottom) 
PLAN - GENERAL TOP AND BOTTOM REINFORCEMENT 
5 6 
----+-+---+--ll---+----+-+-----1--4-
PLAN - SUPPLEMENTARY BOTTOM REINFORCEMENT 
82 
CD - 01.21 NOTES 
1. RECOMMENDATIONS 
1. r1 = 7.5 cm if the concrete for the footing is poured directly against the soil. 
2. r2 = 2.5 cm. (The cover over the main reinforcement should not be smaller than its diameter.) 
3. L1 is the lap length in the larger of the <j>b3 or <j>b4 bars. 
4. L2 is the lap length in the larger of the <j>b1 or <j>b2 bars. 
5. The corner and edge column starter bars need ties of the same diameter and maximum spacing as in the 
column. Two stirrups suffice for the inner column starter bars (see CD - 01.03). 
6. The top of the footing is smoothed with a float or power float except in the contact area with the future col­
umn, where a rough surface such as is generated by the vibrator is needed. 
7. In soft soils, the 25 cm over the level of the future blinding should not be excavated until shortly before pour­
ing the concrete to ensure that the soil is not softened by rainfall immediately before placement. 
8. The subgrade is compacted before pouring the blinding. 
9. The blinding is floated or smoothed with a power float. Its standard 10-cm thickness may be varied to absorb 
tolerances in foundation subgrade levelling. 
10. Where the footing is to be poured on soils that constitute an aggressive medium, it should be protected by 
an asphalt membrane as specified. 
11. Before pouring the column concrete, the joint surface should be cleaned and pressure hosed. The concrete 
should not be cast until the surface dries. 
12. See 1.2 and 1 .3 for descriptions of how to tie bars and place spacers. 
13. Placement of a polyethylene membrane over the blinding may be advisable to prevent thermal contraction 
and shrinkage-induced tensile stress generated by the bond between the slab and the blinding concrete. 
2. STATUTORY LEGISLATION 
This type of footing is not addressed in EC2 (5). 
3. SPECIFIC REFERENCES 
See (18), (20) and (23). 
83 
~ 
Construction 
JOint 
0b3 Standee r 0b3 0b1 
Construction 
joint 
End 
10c:Ilt;'i ::c.: ~ .; .. ::c:.·: ! :·J:;.~ : :·'. r, :;: '.':·.: '.>; .;;e;E;~~~~~ 
Construction 
joint _ 0 b
1 
CROSS-SECTION A-A 
Standee 
Construction 
joint 
~j'L ' ;; n cle 9 9 
1 
, , / (5, ' e e e s ?. h c I a e c , I I 4 a p\lc a i !\~ , 2 
r I \ ( Q Q Q 8 8 Q~ .5 cm ( I' // 
10 cm .. . b2 
/ y/;;/····;· / / . 0, \c:O;;.Paci;.; '2 
End subgrade 
spacer 
CROSS-SECTION B-B 
NOTES: 
~sphalt membrane 
(if any) 
Anchorage in columns 7 and 8: for similar 
details see CD-01.12. 
Anchorage in columns 2, 3, 4, 8 and 9: for 
similar details see CD-01.08. 
Anchorage in columns 5 and 6: for similar 
details see CD-01.03. 
(See the respective recommendations). 
n 
0 
I 
0 ........ . 
N ........ 
'Tj 
0 
~ 
tl 
~ -~ 
\/). 
l" 
~ 
,,-..__ 
N 
0 
.-+i 
N __, 
CD- 01.21 NOTES 
1. RECOMMENDATIONS 
1. r1 = 7.5 cm if the concrete for the footing is poured directly against the soil. 
2. r2 = 2.5 cm. (The cover over the main reinforcement should not be smaller than its diameter.) 
3. L1 is the lap length in the larger of the cpb3 or cpb4 bars. 
4. L2 is the lap length in the larger of the cpb1 or cpb2 bars. 
5. The corner and edge column starter bars need ties of the same diameter and maximum spacing as in the 
column. Two stirrups suffice for the inner column starter bars (see CD - 01.03). 
6. The top of the footing is smoothed with a float or power float except in the contact area with the future col­
umn, where a rough surface such as is generated by the vibrator is needed. 
7. In soft soils, the 25 cm over the level of the future blinding should not be excavated until shortly before pour­
ing the concrete to ensure that the soil is not softened by rainfall immediately before placement. 
8. The subgrade is compacted before pouring the blinding. 
9. The blinding is floated or smoothed with a power float. Its standard 10-cm thickness may be varied to absorb 
tolerances in foundation subgrade levelling. 
10. Where the footing is to be poured on soils that constitute an aggressive medium, it should be protected by 
an asphalt membrane as specified. 
11. Before pouring the column concrete, the joint surface should be cleaned and pressure hosed. The concrete 
should not be cast until the surface dries. 
12. See 1.2 and 1.3 for descriptions of how to tie bars and place spacers. 
13. Placement of a polyethylene membrane over the blinding may be advisable to prevent thermal contraction 
and shrinkage-induced tensile stress generated by the bond between the slab and the blinding concrete. 
2. STATUTORY LEGISLATION 
This type of footing is not addressed in EC2 (5). 
3. SPECIFIC REFERENCES 
See (18), (20) and (23). 
85 
CD-01.22 
See detail A 
Structural concreteConstruction joint 
for placing the 
starter bars 
____ _, 
CAISSON 
Construction 
joint 
C 5/6 concrete 
ELEVATION 
DETAIL A 
86 
CD-01.22 NOTES 
1. RECOMMENDATIONS 
1. The <j>1 bars in the column rest directly on the top of the foundation shaft. 
2. L1 is the <j>1 bar lap length. 
3. L2 is the <j>1 bar anchorage length. 
4. The starter bar ties are supports whose sole purpose is to keep the starter bar assembly firmly in place while 
the concrete is cast in the foundations. These are not the same ties as in the column. 
5. The <j>1 diameter starter bars should be positioned as shown in Detail A. Stability should be monitored during 
concrete pouring. 
6. In soft soils, the bottom 35 cm should not be excavated until shortly before placing the concrete to ensure 
that the soil is not softened by rainfall immediately before pouring the blinding. 
7. The foundation shaft subgrade must be compacted before the blinding is poured. 
8. The top surface of the C 5/6 concrete should not be smoothed. (The last layer should be vibrated.) 
9. The top surface of the foundation is smoothed with a float or power float except in the contact area with the 
future column, where a rough surface such as is generated by the vibrator is needed. 
10. Before pouring the column concrete, the joint surface should be cleaned and pressure hosed. The concrete 
should not be cast until it dries. 
11. See 1.2 and 1.3 for descriptions of how to tie bars and place spacers. 
12. Where calculations are very tight, the mid plane in pairs of lapped bars should be perpendicular to the direc­
tion of the greatest bending moment acting on the column springing. 
2. STATUTORY LEGISLATION 
None, to the author's knowledge. 
87 
CD-01.23 WALL FOOTING 
a 
f3 03 
STIRRUP 
~ ARRANGEMENT 
ijtA;00 D 06 0 
h HOOK 
2.5 cm 
f 
~ 
04 ) 05 
h1 04 
10 cm (Blinding) 
90° BEND 
Spacer Asphalt 
membrane 100 ;::::70 mm 
b (if any) I . 
I 
CROSS-SECTION f.: 
DETAIL A 
See 
detail A 
0 I 4 ~ 1 2 
' . 
01 r-- I 
~· I 
·1~. 
~ 
0---t-
~ It--~ t---
15 :::m 01 I 
-~ -
1~5cm 
L04 I I 
--
5cm 
H_§cm 
04 
02+0J 04 
I I 
' 
CORNER DETAIL - PLAN 
88 
CD - 01.23 NOTES 
1. RECOMMENDATIONS 
1. r1 = 2.5 cm. 
2. r2 = 7.5 cm if the concrete for the footing is poured directly against the soil. 
3. r3 = 2.5 cm. 
4. r4 = 2.5 cm. 
5. The top of the stem and base are smoothed with a float or power float except at the joint, where a rough 
surface such as is generated by the vibrator is needed. 
6. In soft soils, the 25 cm over the level of the future blinding should not be excavated until shortly before pour­
ing the concrete to ensure that the soil is not softened by rainfall immediately before placement. 
7. The foundation subgrade must be compacted before the blinding is poured. 
8. The blinding is floated or smoothed with a power float. Its standard 10-cm thickness may be varied to absorb 
tolerances in foundation subgrade levelling. 
9. Where the footing is to be poured on soils that constitute an aggressive medium, it should be protected by 
an asphalt membrane as specified. 
10. Before casting the concrete, the joint surface should be cleaned and pressure hosed. The concrete should 
not be cast until the surface dries. 
11. See 1.2 and 1.3 for descriptions of how to tie bars and place spacers. 
2. STATUTORY LEGISLATION 
None in place. 
89 
CD-01.24 
SOLUTION A 
ELEVATION 
CROSS-SECTION 
Future cap 
Spacer 
5cm 
10 cm 
10 cm 
90 
BORED PILE 
SOLUTION B 
ELEVATION 
CROSS-SECTION 
Future cap 
5cm 
10 cm 
10 cm 
CD-01.24 NOTES 
1. RECOMMENDATIONS 
1. Cover r1 is taken to be 7.5 cm. Under certain circumstances, European standard EN 1536 (24) allows smaller 
values for bored piles. 
2. Transverse reinforcement shall be tied or welded at all intersections with the main reinforcing bars. 
3. The reinforcement should protrude upward from the top of the pile after removal of the concrete above the 
cutoff level. 
4. At least six cj>1 longitudinal bars should be used. (Five may exceptionally suffice in small diameter piles.) 
5. cj>2 2 ~ cj>1 (cj>1 2 16 mm). (See EN 1536 ((24)), which allows smaller diameters.) 
4 
6. s :S;20cj>1. 
7. L1 is the cj>2 bar lap length. 
8. Lb is the cj>1 bar anchorage length. 
9. The standard 15-cm blinding depth may be changed to absorb levelling tolerances at the bottom of the cap. 
10. Wheel spacers should be used and attached to the transverse reinforcement with sufficient clearance to 
turn. 
2. STATUTORY LEGISLATION 
EC2 (5), EN 1536 (24). 
91 
CD - 01.25 
10-15 cm 
<?:{25 cm 
D/2 ELEVATION 
PILE CAP 
H<?:{40 cm 
1.50 
Blinding 
SIDE VIEW 
See@ 
in CD-01.03 
Panel welded as AR. Maximum eccentricities I per 1.6 
I 
I/~ /--:::: 
a TTlill"" 'ii-fr\ 
, I IL. lJLLl 
'- ,__..--
-0 
a 
PLAN 
NOTE: See CD-01.30 
See@ 
in CD-01 
02 
.03 
92 
{ 
5 cm (Intense site supervision) 
AR. em., 10 cm (Standard site supervision) 
15 cm (Limited site supervision) 
(em., is the maximum eccentricity in any 
direction) 
CD - 01.25 NOTES 
1. RECOMMENDATIONS 
1. In the following notes, caps are always assumed to be cast into forms. 
2. The reinforcement panel rests on the pile surface at the cutoff level. 
3. r1 = 2.5 cm. 
4. Length L2 shall suffice to tie the <!>, starter bars securely to two <j>2 transverse bars. {It may not be less than 
2s, where sis the space between <j>2 bars.) 
5. The starter bar ties are supports whose sole purpose is to keep the starter bar assembly firmly in place while 
the concrete is cast in the cap. The starter bar assembly is to be tied at all cross points. These are not the 
same ties as in the column. 
6. The top of the cap is smoothed with a float or power float except in the contact area with the future column, 
where a rough surface such as is generated by the vibrator is needed. 
7. In soft soils, the 25 cm over the level of the future blinding should not be excavated until shortly before pour­
ing the concrete to ensure that the soil is not softened by rainfall immediately before placement. 
8. The cap subgrade must be compacted before the blinding is poured. 
9. The blinding is floated or smoothed with a power float. Its standard 15-cm thickness may be varied to absorb 
tolerances in foundation subgrade levelling. 
10. Before casting the concrete, the joint surface should be cleaned and pressure hosed. The concrete should 
not be cast until the surface dries. 
11. See 1.2 and 1.3 for descriptions of how to tie bars and place spacers. 
2. STATUTORY LEGISLATION 
EC2 (5), EN 1536 {24). 
93 
CD-01.26 
01 
Construction 
joint 
>{25 cm 
- DI D minimum 20 
ELEVATION 
REINFORCEMENT PANEL 
WELDED AS PER 1.6 
0 See@ 
-
D 
-1· 2 
in CD-01.03 
/ - _L'- / 
/ "' '--- / 
\ II 'l I 
\ / ~- - I\ 
'- '- ~-
I a 
PANEL DETAIL 
\ 
\ 
I 
/ 
94 
TWO-PILE CAP 
b 
Blinding 
>{25 cm D - D/2 --1---+------1 
SIDE VIEW 
b 
{ 
5 cm (Intense site supervision) 
emax 1 O cm (Standard site supervision) 
15 cm (Limited site supervision) 
r~~ 
(emax is the maximum eccentricity 
orthogonal to the plane containing 
both axis of piles). 
03 
b 
I~ 
CD-01.26 NOTES 
1. RECOMMENDATIONS 
1. In the following notes, caps are always assumed to be cast into forms. 
2. The reinforcement lattice rests on the pile surface at the cutoff level. 
3. AR. The starter bars are diameter <j> 1 bars. L4 should be ~t'bd' but length t'bd is defined in EC2 for the least 
favourable case. In this case the side covers for the <J>, bars are very large. See (12), p. 69. A safe value 
would be t''bd =~t'bd" If L4 <~ t'bd' often a more suitable solution than increasing the depth of the cap is to 
3 3 
use two starter bars for every <j>1 bar in the wall. The sum of the cross-sections of these two bars should 
not be less than the <P, bar cross-section, but their diameter should be such that ~ t'bd < L4 , where t'bd is the 
3 
anchorage length. The arrangement detail is as in alternative (d).This rule canbe applied wherever the bar 
cover is~ 10 <P but not under 10 cm. 
4. Length L2 shall suffice to tie the <1>1 starter bars securely to two <j>3 transverse bars. (It may not be less than 
2s, where sis the space between cj>3 bars.) 
5. The starter bar ties are supports whose sole purpose is to keep the starter bar assembly firmly in place while 
the concrete is cast in the cap. The starter bar assembly is to be tied at all cross points. These are not the 
same ties as in the column. 
6. The top of the cap is smoothed with a float or power float except in the contact area with the future column, 
where a rough surface such as is generated by the vibrator is needed. 
7. In soft soils, the 25 cm over the level of the future blinding should not be excavated until shortly before pour­
ing the concrete to ensure that the soil is not softened by rainfall immediately before placement. 
8. The cap subgrade must be compacted before the blinding is poured. 
9. The blinding is floated or smoothed with a power float. Its standard 15-cm thickness may be varied to absorb 
tolerances in foundation subgrade levelling. 
10. Before casting the concrete, the joint surface should be cleaned and pressure hosed. The concrete should 
not be cast until the surface dries. 
11 . See 1 .2 and 1.3 for descriptions of how to tie bars and place spacers. 
12. AR. In large caps, top and side reinforcing grids may be advisable to prevent shrinkage and thermal contrac­
tion cracking. 
2. STATUTORY LEGISLATION 
See EC2 (5), EN 1536 (24). 
95 
CD-01.27 
H>{40 cm 
- 1.50 
10 cm 
-/­
/ 
Spacer 
THREE-PILE CAP 
minimum 20 
ELEVATION 
\I 
I \ 
I 
a 
\ 
PLAN 
96 
Construction joint 
See@ 
in C0-01.03 
Blinding 
Cover r1 is regarded to be perpendicular to 
the cap surface. 
See@ 
in CD-01.03 
§ 
ff;~ 
~ 
~I 
\ 
\ 
.. 
0 3 
0 2 -
PANEL DETAIL 
CD-01.27 NOTES 
1. RECOMMENDATIONS 
1. In the following notes, caps are always assumed to be cast into forms. 
2. The reinforcement panels rest on the pile surface at the cutoff level. 
3. r1 = 2.5 cm. 
4. AR. The starter bars are diameter <1>1 bars. L4 should be ~ebd' but length ebd is defined in EC-2 for the least 
favourable case. In this case the side covers for the <1> 1 bars are very large. See (12), p. 69. A safe value 
would be e'bd =3.ebd' If L4 <3. ebd• often a more suitable solution than increasing the depth of the footing is 
3 3 
to use two starter bars for every <1>1 bar in the wall. The sum of the cross-sections of these two bars should 
not be less than the <1>1 bar cross-section, but their diameter should be such that 3. ebd < L4, where ebd is the 
3 
anchorage length. The arrangement detail is as in alternative (d}. This rule can be applied wherever the bar 
cover is ~ 10 cjJ but not under 10 cm. 
5. The L2 length on the starter bars should suffice to tie them to two <1>2 reinforcing bars. (It may not be less than 
2s, where sis the space between <1>2 bars.) 
6. The starter bar ties are supports whose sole purpose is to keep the starter bar assembly firmly in place while 
the concrete is cast in the cap. The starter bar assembly is to be tied at all cross points. These are not the 
same ties as in the column. 
7. The top of the cap is smoothed with a float or power float except in the contact area with the future column, 
where a rough surface such as is generated by the vibrator is needed. 
8. In soft soils, the 25 cm over the level of the future blinding should not be excavated until shortly before pour­
ing the concrete to ensure that the soil is not softened by rainfall immediately before placement. 
9. The cap subgrade must be compacted before the blinding is poured. 
1 O. The blinding is floated or smoothed with a power float. Its standard 15-cm thickness may be varied to absorb 
tolerances in foundation subgrade levelling. 
11. Before casting the concrete, the joint surface should be cleaned and pressure hosed. The concrete should 
not be cast until the surface dries. 
12. See 1.2 and 1.3 for descriptions of how to tie bars and place spacers. 
13. AR. In large caps, top and side reinforcing grids may be advisable to prevent shrinkage and thermal contrac­
tion cracking. 
2. STATUTORY LEGISLATION 
See EC2 (5), EN 1536 (24). 
97 
CD-01.28 
H~{40 cm 
1.50 
10 cm 
End 
spacer 
a 
Spacer 
20 minimum 
ELEVATION 
,..--
/ ' 
I ' 
I 
I 
' ' ........ __ ,..,, 
a 
PLAN 
FOUR-PILE CAP 
Construction joint 
See® 
in CD-01.03 
,,,.--- ....... 
' \ 
I 
I 
' I 
10-15 cm 
.. 
0 3 
0 2 -
PANEL DETAIL 
See@ 
in CD-01.03 
>{25 cm 
- D/2 
D 
minimum 20 
D 
' / __ ,.. -t--H------'-
98 
CD-01.28 NOTES 
1. RECOMMENDATIONS 
1. In the following notes, caps are always assumed to be cast into forms. 
2. The reinforcement grid rests on the pile surface at the cutoff level. 
3. r, = 2.5 cm. 
4. AR. The starter bars are diameter <j>1 bars. L4 should be 2£bd' but length £bd is defined in EC-2 for the least 
favourable case. In this case the side covers for the <j>1 bars are very large. See (12), p. 69. A safe value 
would be £'bd =~£bd' If L4 <~ fw often a more suitable solution than increasing the depth of the footing is 
3 3 
to use two starter bars for every <j>1 bar in the wall. The sum of the cross-sections of these two bars should 
not be less than the <j>1 bar cross-section, but their diameter should be such that ~ fbd < L4, where £bd is the 
3 
anchorage length. The arrangement detail is as in alternative (d).This rule can be applied wherever the bar 
cover is 2 10 <j> but not under 10 cm. 
5. The L2 length on the starter bars should suffice to tie them to two <j>2 reinforcing bars. (It may not be less than 
2s, where sis the space between <j>2 bars.) 
6. The starter bar ties are supports whose sole purpose is to keep the starter bar assembly firmly in place while 
the concrete is cast in the cap. The starter bar assembly is to be tied at all cross points. These are not the 
same ties as in the column. 
7. The top of the cap is smoothed with a float or power float except in the contact area with the future column, 
where a rough surface such as is generated by the vibrator is needed. 
8. In soft soils, the 25 cm over the level of the future blinding should not be excavated until shortly before pour­
ing the concrete to ensure that the soil is not softened by rainfall immediately before placement. 
9. The cap subgrade must be compacted before the blinding is poured. 
1 O. The blinding is floated or smoothed with a power float. Its standard 15-cm thickness may be varied to absorb 
tolerances in foundation subgrade levelling. 
11. Before casting the concrete, the joint surface should be cleaned and pressure hosed. The concrete should 
not be cast until the surface dries. 
12. See 1.2 and 1.3 for descriptions of how to tie bars and place spacers. 
13. AR. In large caps, top and side reinforcing may be advisable to prevent shrinkage and thermal contraction 
cracking. 
2. STATUTORY LEGISLATION 
See EC2 (5), EN 1536 (24). 
99 
CD - 01.29 GROUP PILE CAP (N > 4) 
0 2 -
03 
Construction joint 
See@ 
in CD-01.03 
Scm 
ELEVATION 
PANEL DETAIL 
See@ 
'Tr1 CD-01.03 ~{25 cm 
ff~-------------+--------------~ ---,-0/2 
I 
b 
...... -- ...... 
I \ 
I \ 
I I 
\ / , __ ....... 
' \ 
\ 
I 
I 
I 
/ 
I 
\ 
'-
0 
r1 
minimum 20 
0 
minimum 20 
/ --,.------,-, -r---1 
/ \ 
I \ 
I I 
\ / , __ ,,,.,, 
a 
PLAN 
100 
CD-01.29 NOTES 
1. RECOMMENDATIONS 
1. In the following notes, caps are always assumed to be cast into forms. 
2. The reinforcement grid rests on the pile surface at the cutoff level. 
3. r1 = 2.5 cm. 
4. AR. The starter bars are diameter $1 bars. L4 should be ~ £bcl' but length £bd is defined in EC-2 for the least 
favourable case. In this case the side covers for the $1 bars are very large. See (12), p. 69. A safe value 
would be £'bd =~£bd' If L4 <~ £bd• often a more suitable solution than increasing the depth of the footing is 
3 3 
to use two starterbars for every $1 bar in the wall. The sum of the cross-sections of these two bars should 
not be less than the $1 bar cross-section, but their diameter should be such that ~ Rbd < L4, where £bd is the 
3 
anchorage length. The arrangement detail is as in alternative (d).This rule can be applied wherever the bar 
cover is ~ 10 $ but not under 10 cm. 
5. The L2 length on the starter bars should suffice to tie them to two $3 reinforcing bars. (It may not be less than 
2s, where sis the space between $3 bars.) 
6. The starter bar ties are supports whose sole purpose is to keep the starter bar assembly firmly in place while 
the concrete is cast in the cap. The starter bar assembly is to be tied at all cross points. These are not the 
same ties as in the column. 
7. The top of the cap is smoothed with a float or power float except in the contact area with the future column, 
where a rough surface such as is generated by the vibrator is needed. 
8. In soft soils, the 25 cm over the level of the future blinding should not be excavated until shortly before pour­
ing the concrete to ensure that the soil is not softened by rainfall immediately before placement. 
9. The cap subgrade must be compacted before the blinding is poured. 
1 O. The blinding is floated or smoothed with a power float. Its standard 15-cm thickness may be varied to absorb 
tolerances in foundation subgrade levelling. 
11. Before casting the concrete, the joint surface should be cleaned and pressure hosed. The concrete should 
not be cast until the surface dries. 
12. See 1.2 and 1.3 for descriptions of how to tie bars and place spacers. 
13. In large caps, top and side reinforcing grids may be advisable to prevent shrinkage and thermal contraction 
cracking. 
2. STATUTORY LEGISLATION 
This type of pile is not addressed in EC2 (5). 
101 
CD-01.30 CENTRING BEAM FOR ONE- OR TWO-PILE CAPS 
l 
'! 
I 
' .-------'- -!- ___.__---. 
-~, 
~------:---i~rn~l_---: ----~-
, I 
'i-
i 
'---~-1-
1 
l 
ONE-PILE CAP - PLAN 
Construction joint 
5cm 
201 01 
Asphalt membrane 
(if any) 
h 
ELEVATION 
1~~-Spacer 
lf---tij;.;.--- 02 
Asphalt Blinding 
membrane 
(if any) CROSS-SECTION A-A 
102 
-t---
/' I ' -r-1---\-
I I I 
\ I I ' / -- ........... 
I 
I 
~-------: -ID-:---~,_ 
I 
I -r---/ ' / ' \ --.--i-+ 
\ I I 
',J_,, 
TWO-PILE CAP- PLAN 
Blinding 
90° BEND 
CD - 01.30 NOTES 
1. RECOMMENDATIONS 
1 . The beam is assumed to be cast in formwork. 
2. r1 = 2.5 cm. 
3. r2 = 2.5 cm. 
4. r3 = 2.5 cm. 
5. L1 is the <1> 1 bar anchorage length. 
6. The bottom of the excavation is compacted before pouring the blinding. 
7. The top of the beam is smoothed with a float or power float. 
8. The blinding is floated or smoothed with a power float. Its standard 10-cm thickness may be varied to absorb 
tolerances in foundation subgrade levelling. 
9. Where the footing is to be poured on soils that constitute an aggressive medium, it should be protected by 
an asphalt membrane as specified. 
10. See 1.2 and 1.3 for descriptions of how to tie bars and place spacers. 
11. Care should be taken to avoid beam breakage when compacting fill over centring beams. 
12. This beam is built to resist the action effects induced by accidental eccentricity. See CD - 01.25. 
2. STATUTORY LEGISLATION 
None in place. 
3. RECOMMENDED ALTERNATIVE CODES 
See (7). 
4. SPECIFIC REFERENCES 
See Section 12 in EC2 (5). 
103 
Group 02 
Retaining walls 
and 
basement walls 
CD-02.01 CANTILEVER RETAINING WALLS. 
NOMENCLATURE 
Stem 
Exposed face 
Earth face 
~--~ 
Heel 
Toe 
106 
CD-02.01 
1. RECOMMENDATIONS 
None. 
2. LEGISLATION 
EC2 makes no reference to this member. 
It is mentioned in EC7 (26), but essentially in connection with geotechnical aspects. 
3. SPECIFIC REFERENCES 
See (23) and (27). 
107 
NOTES 
CANTILEVER RETAINING WALLS. 
FOOTING 
CD-02.02 
Construction v 
See@@© 
joint 10' 
End spacer 
h 
--~10cm 
! 
Spacer 
Blinding 
See@®®® 
Asphalt membrane (if any) 
r1 
r1 - ;---
r1 
1--- L3[ 
R 
1 A 
® ® © 
r r1 
lr1 -ir-
]s0 
------/--.,: 
]L4 
-------1---' 
j r1 R R 
_j r1 End spacer 
(Every fifth bar) 
@) @ CD ® 
108 
CD-02.02 NOTES 
1. RECOMMENDATIONS 
1. See 1.5 to determine when to use anchorage type a, b or c on the <J>1 reinforcing bars. 
2. The use of anchor type d, e, for g in <J>3 bars should be determined on the grounds of the anchorage calcula­
tions. See 1.5. 
3. Lower values can be obtained applying table 8.3 F EC-2. Length L1 is 2.0 times the <j> 1 bar lap length 
(see EC2, 8.7.3). 
4. L5 is the <j>6 bar lap length. 
5. r1 = 7.5 cm if the concrete is poured directly against the soil. 
6. r2 = 2.5 cm but not smaller than <J>1• 
7. If the <J>3 bar diameter is not large and cantilever Vis not overly long, the bars may be tied to the <J>1 and <J>6 bars 
to hold them in place, in which case the bar spacing must be coordinated accordingly. Otherwise, special 
chairs must be used or solution (g) must be implemented. 
8. To keep the <j> 1 starter bars in place during concrete pouring, they should be tied to the <J>5 bars. Similarly, the 
<J>6 bars should be tied to the <J>7 bars and, advisably, to the <J>3 bars to ensure stiffness while the foundations 
are poured. 
9. The top of the foundations is smoothed with a float or power float except in the contact area with the future 
vertical member (construction joint), where a rough surface such as is generated by the vibrator is needed. 
Before casting the concrete to form the vertical member, the foundation surface should be cleaned and 
moistened. The new concrete should not be cast until the surface of the existing concrete dries. 
10. In soft soils, the top 25 cm underneath the blinding concrete should not be excavated until shortly before 
pouring the concrete to ensure that the soil is not softened by rainfall immediately before casting. 
11. The subgrade should be compacted before pouring the blinding. 
12. This blinding is floated or smoothed with a power float. Its 10-cm depth can be varied to absorb the levelling 
tolerances at the bottom of the foundations. 
13. In humid soils that constitute an aggressive medium, an asphalt membrane should be used as specified to 
protect the concrete. 
14. See 1.2 and 1.3 for descriptions of how to tie bars and place spacers. 
2. SPECIFIC REFERENCES 
See Chapter 5 in (23) and (27). 
109 
CANTILEVER RETAINING WALLS. 
STEM 
CD-02.03 
2.5 cm 2.5 cm 
lr 11~ 
1 2.5cm 
~pacer 
See wall crown detail 
H 
I 
I 
I 
~~ 
( 
0a 
07 
Spacer 
WALL CROWN, DETAIL 
05 
0a 
-t 01 
- Chair 
m01 
Spacer 
05 
Special chair 
I 
End spacer 
\ 
\ \__See details @ ® CD cID 
\ at CD-02.02 
\___ Asphalt membrane (if any) 
110 
012 
016 
020 
-
CD- 02.03 NOTES 
1. RECOMMENDATIONS 
1. Length L1 is 1.5 times the cj>1 bar lap length (see EC2, 8.7.3). 
2. L5 is the cj>6 bar lap length. 
3. r3 (cover of cj>6 ) is 2.5 cm but not smaller than cj>6 • 
4. r4 (cover of cj>1) is 2.5 cm but may not smaller than cj>1 if formwork is placed against the soil. r4 = 7.5 cm if the 
concrete is poured directly against the soil. 
5. In the upper part of the wall, the two grids can be separated with chairs. In high or very high walls, special 
chairs must be used. 
6. See 1.2 and 1.3 for descriptions of how to tie bars and place spacers. 
7. The cj>8 reinforcing bars are used to control drying shrinkage and thermal contraction at the top of the wall. 
2. SPECIFIC REFERENCES 
See Chapter 5, (23) and (27). 
111 
CD-02.04 
See wall crown 
detail in CD-02.03 
50 
Spacer 
/ 
\ 
HEELLESS WALL 
See wall crown detail 
in CD-02.03 ---------=--1 
/ 
_.>-----nT(l])l"'.'""""cl.U 
50 03 
01 
CANTILEVER RETAINING WALLS. 
Construction 
joint 
VARIATIONS 
See wall crown 
detail in CD-02.03 
-----:J 
. ""' 
/ 
50 
Construction joint 
04 ; 02 
l 
r-------;;;;;:~~~~~~ 1 End 
I I spacer 
~~~~~----2 See details 
@®CD@in 
WALL WITH TOE AND HEEL CD-02.02 
Constructionjoint 
Construction 
joint 
Construction 
joint 
\ \. 
r1 
,-02 
@ CD 
~~~~~1 
I I 
L See details 
\_see @CDCD @®CD@ in 
CD-02.02 
TOELESS WALL 
112 
CD-02.04 NOTES 
1. RECOMMENDATIONS 
1. The Recommendations set out in CD - 02.02 and CD - 02.03 are applicable to these variations. 
2. For toeless walls, the total length of the <!>, bar that is embedded in the foundations must be greater than or 
equal to its anchorage length. 
2. STATUTORY LEGISLATION 
None in place. EC7 (26) is applicable for calculating thrust only. 
3. SPECIFIC REFERENCES 
See Chapter 5 in (23) and (27). 
113 
CD-02.05 CANTILEVER RETAINING WALLS. 
KEY 
/ ""' ...._ __ !:...., r-~-----1 
\ ) 
Seed~ _ ___, 
Spacer 
Construction joint 
Asphalt membrane (if any) 
__l r1 
-=r 10 cm 
Blinding 
DETAIL 1 
114 
CD-02.05 NOTES 
1. RECOMMENDATIONS 
1. L1 is the ~9 bar lap length. 
2. Cover r1 should be 2.5 cm but not smaller than ~9 . 
3. Cover r2 should be 7.5 cm. 
4. In soft soils, the top 25 cm underneath the blinding concrete should not be excavated until shortly before 
pouring the concrete to ensure that the soil is not softened by rainfall immediately before casting. 
5. The subgrade should be compacted before pouring the blinding. 
6. The blinding is floated or smoothed with a power float. Its 10 cm depth can be varied to absorb the levelling 
tolerances at the bottom of the foundations. 
7. A rough surface such as is generated by vibration is needed at construction joint AB, which should not 
be smoothed. Before casting the concrete to form the vertical member, the foundation surface should be 
carefully cleaned and moistened. The new concrete should not be cast until the surface of the existing con­
crete dries. 
8. See 1.2 and 1.3 for descriptions of how to tie bars and place spacers. 
2. STATUTORY LEGISLATION 
None in place. EC7 (26) is applicable for calculating thrust only. 
3. SPECIFIC REFERENCES 
See Chapter 5 in (23) and (27). 
115 
CD- 02.06 
CANTILEVER RETAINING WALLS. 
CONSTRUCTION JOINTS IN FOOTINGS 
~A 
r 
I I 
I I 
A-A 
MAXIMUM DISTANCE 
lrnax. BY SEASON 
CLIMATE 
WARM I COLD 
DRY 12 m 16 m 
HUMID 16 m 22 m 
NOTE: The joint may adopt the natural slope of the vibrated concrete 
(a:::: 25°) or be formed with welded-wire mesh. 
116 
CD-02.06 NOTES 
1. RECOMMENDATIONS 
1. With the use of galvanised welded-wire mesh as 'formwork', the resulting joint can be positioned vertically. 
2. In this case, the welded-wire mesh should be tied to the reinforcement perimeter and stiffened with pieces 
of off cuts steel. (See CD - 02.10.) 
2. STATUTORY LEGISLATION 
None in place. 
3. RECOMMENDED ALTERNATIVE CODES 
None in place. 
4. SPECIFIC REFERENCES 
See Chapter 14 in (23) and (27). 
117 
CD-02.07 
WALL HEIGHT 
H:S2.4m 
2.40 < H::; 3.6m 
H > 3.6m 
CANTILEVER RETAINING WALLS. 
VERTICAL CONTRACTION JOINTS IN THE STEM 
RECOMMENDED DISTANCE BETWEEN 
VERTICAL CONTRACTION JOINTS 
3H 
2H 
H (*) 
(*)AR. The maximum distance should not exceed 7.Sm 
118 
CD-02.07 NOTES 
1. RECOMMENDATIONS 
1. See CD - 02.09 for details. 
2. The distances specified entail observance of the minimum shrinkage reinforcement ratios and curing rules. 
2. STATUTORY LEGISLATION 
EC2 makes no reference to this subject. 
3. RECOMMENDED ALTERNATIVE CODES 
See ACI (29). 
4. SPECIFIC REFERENCES 
See (23) and Chapter 14 in (27). 
119 
CD- 02.08 
CANTILEVER RETAINING WALLS. 
HORIZONTAL CONSTRUCTION JOINTS IN 
ARCHITECTURAL CONCRETE 
Lath nailed to liner 
Plastic tube ,-
/ 
Board liner 
Tie-rod 
Plastic tube 
Board liner 
Rib 
~10 cm 
-J-10-15cm 
--Ht---+---++--t+---+t--f''l---t--IH -
~t---+--++-++------"..---J+--+-'1--'-+""'--11-.-
Tie-rod 
120 
CD- 02.08 
1. RECOMMENDATIONS 
1. The holes in the plastic tube may be: 
(a) plugged with plastic stoppers; 
NOTES 
(b} filled with mortar, except the 3 or 4 cm closest to the exposed surfaces, to be able to identify the holes; 
(c) filled flush with mortar. 
2. If solution 1 (c) is adopted, a tentative mortar should be prepared by mixing around two parts of the cement 
used in the works with about one part of white cement for a perfect long-term blend with the wall colour. 
(The proportions should be adjusted as needed by trial and error.) 
2. STATUTORY LEGISLATION 
None in place. 
3. RECOMMENDED ALTERNATIVE CODES 
See ACI (29). 
4. SPECIFIC REFERENCES 
See Chapter 14 in (27). 
121 
CD-02.09 CANTILEVER RETAINING WALLS. 
VERTICAL CONTRACTION JOINTS 
(a) 
Waterstop 
(d-2) 
Induced 
crack 
40mm 
40mm 
Asphalt paint 
(c) 
0 
Formwork 
(b) 
Waterstop 
(d-1) 
Induced 
crack 
Wedged strip of wood or 
rubber, removed during 
formwork release 
Triangular lath 
Nails 
Wire (threaded through the 
waterstop) for securing the 
waterstop to the reinforcement 
during concrete pouring 
~--------··---
Waterstop nailed to formwork 
during concrete pouring 
Wire (threaded through the 
waterstop) for securing the 
waterstop to the reinforcement 
during concrete pouring 
122 
(e) 
0 Induced E 
crack E 
0 
'V 
CD-02.09 NOTES 
1. RECOMMENDATIONS 
1. Joints (a) and (b) can transmit stress. Joint (c) can only transmit horizontal bending stress. Joints (a) and (b) 
may require corrosion protection in the area around the reinforcing bar that crosses the crack if significant 
amounts of water seep in through the outer side of the member. 
2. Joints (a), (b) and (c) are scantly waterproof. 
3. Joints (d) and (e) are fully waterproof. 
4. Vigorous vibration must be conducted with extreme care around waterstops. 
5. The waterstop should penetrate at least 30 cm into the wall foundation. Welding must be performed very 
meticulously in long splices. 
6. The bevelled and sunken edges in joints (a), (b) and (e) must reduce the wall section by at least 25 per cent 
to ensure that the crack will form. 
2. STATUTORY LEGISLATION 
See ACI (29). 
3. SPECIFIC REFERENCES 
See Chapter 14 in (27). 
123 
CD-02.10 CANTILEVER RETAINING WALLS. 
EXPANSION JOINTS 
CD 
® J 
Fill 
(a) 
EXPANSION JOINTS ARE IMPERATIVE IN ALL SOIL TYPE OR 
FOUNDATION SUPPORT LEVEL CHANGES. 
MAXIMUM INTER-JOINT SPACING, ::;; 25 m. 
THEY ARE ALSO NECESSARY IN CHANGES OF DIRECTION, 
WHERE THE FILL IS IN THE CONCAVE AREA (CASES (a) AND 
(b)) ®· 
CD 
J 
® J 
Fill 
(b) 
Expanded 
polystyrene Seal 
Expanded 
polystyrene 
CD 
Waterstop 
1120-30 mm 
(c) 
Expanded 
polystyrene 
Wire (threaded through the 
waterstop) for securing the 
waterstop to the reinforcement 
during concrete pouring 
(e) 
124 
CD 
Seal 
1120-30 mm 
(d) 
Waterstop Seal 
11 ~0-30 mm 
Wire (threaded through the 
waterstop) for securing the 
waterstop to the reinforcement 
during concrete pouring 
(f) 
CD-02.10 NOTES 
1. RECOMMENDATIONS 
1. The failure to make J-J joints in (a) and (b) places horizontal tensile stress in the stems and may induce tor-
sion in the footings. In this case, the members affected should be designed accordingly. 
2. Expanded polystyrene may be replaced by any readily compressed material. 
3. The seal for joint (d) should rest on the polystyrene. 
4. Vigorous vibration must be conducted with extreme care around waterstops. 
5. The waterstop should penetrate at least 30 cm into the wall foundation. Welding must be performed very 
meticulously in long splices. 
2. STATUTORY LEGISLATION 
None in place. 
3. RECOMMENDED ALTERNATIVE CODES 
See ACI (29). 
4. SPECIFIC REFERENCES 
See Chapter 14 in (27). 
125 
CD-02.11 CANTILEVER RETAINING WALLS. 
A 
Precast concrete gutter at 
the top of the wall to drain 
runoff 
Asphalt paint or waterproof 
membrane 
End 
spacer 
FILLAND DRAINAGE 
Mass concrete base 
for gutter 
Clayey soil surface layer 
to seal fill 
Geotextile 
Permeable granular fill 
Geotextile-wrapped grooved 
plastic drainage pipe 
126 
CD-02.11 NOTES 
1. RECOMMENDATIONS 
1. Angle e must be calculated. 
2. Granular fill should be used to ensure effective drainage. Otherwise,the thrust cannot be assessed using the 
usual Rankine and Coulomb theories on earth pressure. 
3. For water proofing the wall there are two systems, (b), (c). In solution (b), waterproofing consists of a mere 
coat of asphalt paint. In (c), a waterproofing membrane is used. 
4. Alternative (c) is the solution of choice when watertightness must be guaranteed. 
2. STATUTORY LEGISLATION 
None in place. 
3. SPECIFIC REFERENCES 
See (27). 
127 
CD - 02.12 
BUTTRESS WALLS. 
BUTTRESS NOMENCLATURE AND DISTRIBUTION 
Stem 
Buttress 
Toe 
Footin_g .. I Heel 
(a) 
L t t L L L t t t L t 
I..-..--. 
1111 11 11 11! I 
,,,,_ 
~,,.. 
(c) 
L t -0 82L t t L t -0 82L t L L t L 
11 11 11 11 
···--···---·. 
I 11 
~~ -0.41L 
1- ~1L "'~ 
II II 
(d) 
128 
CD- 02.12 NOTES 
1. RECOMMENDATIONS 
1. Solution (a) is the standard solution. 
2. While distributing the buttress as in (c) means duplication along the expansion joint, the advantage to this 
approach is that the formwork is the same for all the cells. Solution (d) calls for different formwork for the cells 
alongside joints. 
2. STATUTORY LEGISLATION 
None in place. 
3. RECOMMENDED ALTERNATIVE CODES 
None in place. 
4. SPECIFIC REFERENCES 
See Chapter 8 in (27). 
129 
CD - 02.13 
Se~ details @@© 
in CD-02.02 
BUTTRESS WALLS. 
FOOTING 
Construction joint 
05 
Blinding 
R 
130 
End spacer 
See detail @ 
\ Asphalt membrane (if any) 
CD- 02.13 NOTES 
1. RECOMMENDATIONS 
1. L, is 1.5 times the lj>5 bar lap length. 
2. L2 is the $8 bar lap length. 
3. L3 is the $7 bar lap length. The length that the $7 bars are embedded in the foundations should not be smaller 
than their anchorage length. 
4. L4 is 1.5 times the lj>8 bar lap length. 
5. Lengths L5 and L6 should not be under 2 s, where s is the space between the $2 bars, to ensure that the lj>5 
and lj>6 starter bars are tied securely to the grid at the bottom of the foundations. Analogously, the preceding 
arrangements are applicable to the lj>7 starter bars and the minimum value of L8. 
6. L7 is the $3 bar lap length. 
7. Cover r, should be 7.5 cm if the concrete is poured directly against the soil. 
8. Cover r2 should be 2.5 cm but not smaller than IJ>,. 
9. r4 = 2.5 cm 2 lj>5 • 
10. r5 = 2.5 cm 2 lj>6 . 
11. To keep the lj>5 , lj>6 and lj>7 starter bars in place during concreting, they should be tied to the lj>3 or lj>4 bars. 
12. See 1.5 to determine when to use anchor type a, b or c on the IJ>, reinforcing bars. 
13. In soft soils, the top 25 cm underneath the blinding concrete should not be excavated until shortly before 
pouring the concrete to ensure that the soil is not softened by rainfall immediately before casting. 
14. The subgrade should be compacted before pouring the blinding. 
15. The blinding is floated or smoothed with a power float. Its 10-cm depth can be varied to absorb the levelling 
tolerances at the bottom of the foundations. 
16. The top of the foundations is smoothed with a float or power float except in the contact area with the future 
vertical member (construction joint), where a rough surface such as is generated by the vibrator is needed. 
Before casting the concrete to form the vertical member, the foundation surface should be cleaned and 
moistened. The new concrete should not be cast until the surface of the existing concrete dries. 
17. Where the tooting is to be poured against soils that constitute an aggressive medium, it should be protected 
by an asphalt membrane as specified. 
18. See 1.2 and 1.3 tor descriptions of how to tie bars and place spacers. 
2. STATUTORY LEGISLATION 
None in place. 
3. SPECIFIC REFERENCES 
See Chapter 8 in (27). 
131 
CD-02.14 
Spacer 
Lg 
n 
BUTTRESS WALLS. 
STEM 
See wall crown detail 
Chair 
1-1----05 
ff cm -=t r6 =2.5 cm 
AR. 0 11 == 20 mm 
~~ 
DETAIL OF WALL CROWN 
L1 =2Lb 
Construction ·oint 
132 
CD-02.14 NOTES 
1. RECOMMENDATIONS 
1. A.R. L1 is 2.0 times the <j>5 bar lap length, Lb. Lower values can be obtained applying table 8.3 of EC2. 
2. L2 is the <j>6 bar lap length. 
3. L9 is the <j>9 bar lap length. 
4. L10 is the <1>10 bar lap length. 
5. r4 = 2.5 cm ~ <j>5• 
6. r5 = 2.5 cm ~ <j>6 • 
7. See 1.2 and 1.3 for descriptions of how to tie bars and place spacers. 
8. In exposed concrete walls, the solution for horizontal construction joints is as specified in CD - 02.08. 
9. Vertical contraction joints are to be made further to CD - 02.07, types (a) or (b) in CD - 02.09, or CD - 02.21. 
They will, in any case, be positioned midway between buttresses. 
2. STATUTORY LEGISLATION 
None in place. 
3. SPECIFIC REFERENCES 
See Chapter 8 in (27). 
133 
CD-02.15 
A 
I\ 
I I 
I I 
I I 
Chair 
Lr"[ _, 
-- ---0a \' 
~~ 
" \ 
~~··· 
L12L 
I'- I'- I'-
I'-' 1, I/ I, 1, 
' \' 
J --
07 
~ 
' ~. I 
I 
""' 
~ ~ ~ ~ ~ ~ 
L3j !>- :;\\~ 
I/ I/ I/ I/ I/ v 
'-- "--- "--- '-- '\............. '--- '---~ 
BUTTRESS WALLS. 
INSIDE BUTTRESS 
-----
Spacer 
I 
II 
i 1L-+-- Chair I I 
DETAIL A 
VARIATIONS IN 0 12 REINFORCING 
BAR SHAPE 
134 
r7{=~:=;2~ 
0a 
SECTION A-A 
CD - 02.15 NOTES 
1. RECOMMENDATIONS 
1. L9 is the <j>9 bar lap length. 
2. L10 is the <1> 10 bar lap length. 
3. L11 is deduced from the <1>12 stirrup anchorage. See variations in arrangement. The <j>12 anchorage length is 
counted from its point of entry in the wall. 
4. L4 is 1.5 times the <j>8 bar lap length. (Note that the lap length may be conditioned by the use of paired or 
bundled bars.) 
5. The <j>8 bars rest directly on the top of the foundations. 
6. In thick stirrups, the bend radius must not be overly sharp. 
7. L12 is the <1>1 bar lap length. 
8. L13 is the <j>8 bar lap length. 
9. r4 = 2.5 cm 2 <j>5 . 
10. r5 = 2.5 cm 2 <j>6 • 
11. r6 = 2.5 cm 2 <1>12 • 
12. r7 = 2.5 cm 2 <I>. - <1>12 , where <1>0 is the equivalent diameter for bundled bars, if used. (<I>. = <j>8 if no paired or 
bundled bars are used.) 
13. In exposed concrete walls, the solution for horizontal construction joints is as specified in CD - 02.08. 
14. See 1.2 and 1.3 for descriptions of how to tie bars and place spacers. 
2. STATUTORY LEGISLATION 
None in place. 
3. SPECIFIC REFERENCES 
See Chapter 8 in (27). 
135 
CD-02.16 
Chair 
\i-
\ 
BUTTRESS WALLS. 
END BUTTRESS 
~Spacer 
r7, actual measured size 
136 
VARIATIONS IN 0 12 REINFORCING 
BAR SHAPE 
CD-02.16 NOTES 
1. RECOMMENDATIONS 
All the Recommendations in CD - 02.15 are applicable, in addition to the following. 
1. L14 is deduced from the <j>9 anchorage length. 
2. L13 is deduced from the q,10 anchorage length. 
3. In exposed concrete walls, the solution for horizontal construction joints is as specified in CD - 02.08. 
2. STATUTORY LEGISLATION 
None in place. 
3. SPECIFIC REFERENCES 
See Chapter 8 in (27). 
137 
CD-02.17 
1- B -1 
CANTILEVER TRAY 
(a) 
H 
138 
TRAY WALLS 
Trf!y 
Tra 
TRAYS MAY BE PRE CAST OR CAST 
IN PLACE OVER CORBELS 
(b) 
CD-02.17 NOTES 
1. RECOMMENDATIONS 
None. 
2. STATUTORY LEGISLATION 
None in place. 
3. SPECIFIC REFERENCES 
See Chapter 9 in (27). 
139 
CD - 02.18 
r1 
11 i+A 
01 
r2 
L5L 
L2L 
r3 
Lu 
+1 
4A 
02 
TRAY WALLS. 
TRAY DETAILS 
02 
~--!h;:::;::;;±:;~;;;;;;;;;;;;;~=I ~ r1 
*' 
End spacer 
Chair on linear spacers 
(a) 
03 
il=r2 End spacer L4 < {1001 
01 Tu 10cm 
r2 02 
I 
0e 
=f r4 
~r4 
204 2041 
(b) I min. 2001 + 12 cm 
SECTION A-A 
[06 
30mm 
r 
140 
CD- 02.18 NOTES 
1. RECOMMENDATIONS 
1. r1 = 2.5 cm z $1 . 
2. r2 = 2,5 cm. 
3. r3 = r4 = 2.5 cm. 
4. L1 is deduced from the $1 bar anchorage length. 
5. Ls is deduced from the $3 bar anchorage length. 
6. L2 should be s, where s is the spacing between the outer side horizontal bars, to ensure its attachment to 
these bars. This should also be the minimum value for Ls. 
7. L3 is deduced from the $3 bar anchorage conditions. (See Recommendation 6 in CD - 01.10.) 
8. L6 is the $s bar lap length. 
9. At its narrowest, the corbel must be wide enoughto support the trays and absorb any tolerances. 
10. In solution (a), the trays may be cast in situ in formwork or over the corbels, in turn poured against the fill on 
the outer side of the wall. 
11. Solution {b) calls for cast-in-place corbels and precast trays. 
2. STATUTORY LEGISLATION 
None in place. 
3. SPECIFIC REFERENCES 
See Chapter 9 in (27). 
141 
CD-02.19 
See detail A 
02 
01+02 05 
07 
]L1 
~ ) 
L 0 1+03 or 0 1+04 
··01or01+03 
05··-
01 
Special chair 
L3l 
BASEMENT WALLS. 
FACADE FOOTING 
Construction joint 
Construction joint 
r~ -+;.!6 
. DETAIL B 
NOTE: 
See CD-01.03 for column 
reinforcement anchorage 
''t } 1 ort. 
10 c: ~ I ----j. ~---,-----.------L+-____LP---'1-l =f r 2 
End spacer 1 S acer 
/ Blinding 
/See details @@© 
DETAIL C 
142 
\ Asphalt membrane (if any) 
in CD-02.02 
CD- 02.19 NOTES 
1. RECOMMENDATIONS 
NOTE: In the remarks below, the same designations have sometimes been used for bars and covers whether 
one or two basements are involved. In each case, they should be interpreted as required for the wall 
to which they refer. 
1. r, = 7.5 cm if the concrete for the footing is poured directly against the soil. 
2 { 
~ <j>1 and ~ <j>3 (one basement) r6 = 2.5 cm ~ <j>4 r2 = .5 cm 
~ <!>4 and ~ <j>5 (two basements) 
r3 = 2.5 cm ~ { 
<j>5 (one basement) 
<1> 1 (two basements) 
r4 = 2.5 cm ~ <j>2 (one and two basements) 
r5 = 2.5 cm ~ <j>3 (two basements) 
r = 7 
r = B 
{ 
r3 (one basement) 
r5 (two basements) 
{ r4 (one basement) 
r5 (two basements) 
2. The horizontal part of the starter bar anchorage area should be tied to hold these bars in place during con­
crete pouring. A diagonal made of off cuts may be required in addition to the chairs to stiffen the assembly. 
For Lw see CD - 01.03, recommendation 3. 
3. See 1.5 to determine when to use anchor type a, b or c for bars <j>1, <j>3 , <j>4 and <j>5 • 
4. L, is the lap length of the thicker of the <1>2 or <j>3 bars, or of the thicker of the <1>2 or <j>4 bars. 
5. L2 is the <j>5 bar lap length. 
6. L3 is the<!>, bar lap length. 
7. L4 is the lap length of the thicker of the <j>2 or <j>4 bars. 
8. L5 is the <j>3 bar lap length. 
9. L6 is the <j>4 bar lap length. 
1 O. Note that, according to the calculations for a wall in a single basement, the foundations may either be rein­
forced only with<!>, bars or also require <j>3 bars, in which case no <j>4 starter bars are used. 
11. L11 is the <j>1 bar lap length (detail B). 
12. L12 should be at least 2 s long, where s is the spacing between the transverse bars to which the respective 
bar is tied. 
13. In detail B, if the two walls in the two basements differ in thickness, they should be tied with bar cutting off cuts. 
14. In soft soils, the top 25 cm underneath the blinding concrete should not be excavated until shortly before 
pouring the concrete to ensure that the soil is not softened by rainfall immediately before casting. 
15. The subgrade should be compacted before pouring the blinding. 
16. The blinding is floated or smoothed with a power float. Its 10-cm depth can be varied to absorb the levelling 
tolerances at the bottom of the foundations. 
17. The top of the foundations is smoothed with a float or power float except in the contact area with the future 
vertical member (construction joint), where a rough surface such as is generated by the vibrator is needed. 
Before casting the concrete to form the vertical member, the foundation surface should be cleaned and 
moistened. The new concrete should not be cast until the surface of the existing concrete dries. 
18. Where the concrete is to be poured against soils that constitute an aggressive medium, it should be protected 
by an asphalt membrane as specified. 
19. In walls enclosing two basements, a rough surface such as is generated by vibration is needed for the horizontal 
joints. Before pouring the new concrete, the joints should be cleaned and moistened and the surface allowed to 
dry before proceeding. 
20. See 1.2 and 1.3 for descriptions of how to tie bars and place spacers. 
2. STATUTORY LEGISLATION 
None in place. 
3. SPECIFIC REFERENCES 
See Chapter 1 O in (27). 
143 
CD-02.20 
05 
Special chair 
V1 
05 
See detail A 
in CD-02.19 
See detail A 
....___---+--,~~-~D-02.19 
01--
05 
Special chair 
02+04 
L3 
01--+ 
See detail H 
BASEMENT WALL. 
CENTRED FOOTING 
05 02 
01 
~ 05 
010 
(See recommendations 5 and 11) 
Ends acer 
DETAIL H 
r1il -rrs 
Construction "oint 
in CD-02.02 
144 
See details @ ® f 9 
in CD-02.02 
CD-02.20 NOTES 
1. RECOMMENDATIONS 
1. r1 = 7.5 cm if the concrete for the footing is poured directly against the soil. 
r2 = 2.5 cm { 2 $10 (one basement) 
;:: $7 (two basements) 
r6 = 2.5 cm ;:: $4 
r3 = 2.5 cm ;:: { 
$5 (one basement) 
$1 (two basements) 
r4 = 2.5 cm ;:: $2 (one and two basements) 
r5 = 2.5 cm 2 $3 (two basements) 
r = 7 
r = 8 
{ 
r3 (one basement) 
r5 (two basements) 
{ r4 (one basement) 
r6 (two basements) 
2. The horizontal part of the starter bar anchorage area should be tied to hold these bars in place during con­
crete pouring. A diagonal made of off cuts may also be required to stiffen the assembly, in addition to chairs. 
For L15, see CD - 01.03, recommendation 3. 
3. See 1.5 to determine when to use anchor type a, b or c in <1>1 or $10 reinforcing bars. 
4. L1 is the <1>2 bar lap length. 
5. L2 is the <l>s bar lap length. 
6. L3 is the <1>1 bar lap length. 
7. L4 is the lap length of the thicker of the $2 or <1>4 bars. 
8. L5 is the <1>3 bar lap length. 
9. L6 is the <1>4 bar lap length. 
10. L11 is the <1>1 bar lap length (detail B). 
11. L12 should be at least 2 s long, where s is the spacing between the transverse bars to which the respective 
bar is tied. 
12. In detail B, if the two walls in the two basements differ in thickness, they should be tied with bar cutting off 
cuts. 
13. L13 is the length of in the wall of two basements bars anchorage length. 
14. In soft soils, the top 25 cm underneath the blinding concrete should not be excavated until shortly before 
pouring the concrete to ensure that the soil is not softened by rainfall immediately before casting. 
15. The subgrade should be compacted before pouring the blinding. 
16. The blinding is floated or smoothed with a power float. Its 10-cm depth can be varied to absorb the levelling 
tolerances at the bottom of the foundations. 
17. The top of the foundations is smoothed with a float or power float except in the contact area with the future 
vertical member (construction joint), where a rough surface such as is generated by the vibrator is needed. 
Before pouring the concrete to form the vertical member, the foundation surface should be cleaned and 
moistened. The new concrete should not be cast until the surface of the existing concrete dries. 
18. Where the concrete is to be poured against soils that constitute an aggressive medium, it should be protected 
by an asphalt membrane as specified. 
19. In walls enclosing two basements, a rough surface such as is generated by vibration is needed at the horizontal 
joints. Before pouring the new concrete, the joints should be cleaned and moistened and the surface allowed to 
dry before proceeding. 
20. See 1.2 and 1.3 for descriptions of how to tie bars and place spacers. 
2. STATUTORY LEGISLATION 
None in place. 
3. SPECIFIC REFERENCES 
See Chapter 1 O in (27). 
145 
BASEMENT WALL. 
CD-02.21 VERTICAL CONTRACTION JOINT 
(a) VERTICAL CONTRACTION JOINT 
Angle shaped with formwork 
(See CD-02.08) · / 1 ___ L,,__ _1 
Wire (threaded through the 
waterstop) for securing the 
waterstop to the reinforcement 
during concrete pouring 
\~-----
\ 
\\ 
\ Wire mesh (20x20 mm) 
\_~~~~E~~~e(j~~etal Waterstop / ----- ____ __} 
Expanded metal 
\ 
\ 
I. 
Wire mesh (20x20 mm) / 
or expanded metal ~ 
(a-1) 
(a-2) 
S acer 
Wire (threaded through the 
; waterstop)for securing the 
I waterstop to the reinforcement 
duringconcrete pouring 
(b) EXPANSION JOINT (See CD-02.10). The specifications for 
expansion joints in basement walls are the same as in retaining 
walls 
146 
CD - 02.21 NOTES 
1. RECOMMENDATIONS 
1. The solution depicted refers to basement walls that are also foundations, i.e. subjected to vertical bending 
stress. In any other case, the solutions set out in CD - 02.09 are simpler and easier. 
2. Lb is the $1 bar lap length. 
3. Galvanised expanded metal or small-mesh welded-wire 'formwork' must be tied to the grids and stiffened with 
off cuts from $3 bars, tied to the $1 bars. Off cuts 12 mm in diameter and spaced at 50 cm suffice and may be 
withdrawn before the concrete is poured. 
4. Vigorous vibration around waterstops must be conducted with extreme care. 
5. The joint must be left open for two days in winter and three in summer in cold, humid environments; and three 
days in winter and five in summer in warm, dry climates. 
2. STATUTORY LEGISLATION 
None in place. 
3. SPECIFIC REFERENCES 
See Chapter 1 O in (27). 
147 
CD-02.22 
A---+ 
Construction joint 
Scm 
r 4 t- ,------t~n-"-..,.,., 
Off cuts for ! 
securing 
bars 01 _, 
02 
S acer 
j: 
r3---W-
VARIATION 1 
Construction joint 
Scm 
rd--=-­
Off cuts for I 
securing 
bars 
05~ 
Spacer 
02 
VARIATION 2 
-04 
L1 
01. 3 
04 
03 
BASEMENT WALLS. 
SPECIAL DETAILS (1 of 2) 
r4 i-- .------+~'I+------~--~ 
Off cuts for 
securing 
bars 
® 
Off cuts for 
securing 
bars 
® 
148 
VIEW FROM A 
VIEW FROM B 
l 
CD-02.22 NOTES 
1. RECOMMENDATIONS 
1. If the column width is the same or narrower than the wall width, the bond is as shown in detail A. Variation 1 
affords a straightforward solution. Variation 2 is an alternative, in which the column is set back by a certain 
length from the outer side of the wall (3/4 cm generally suffices) to accommodate the starter bars. (Solutions 
involving starter bar deviation may also be adopted. See CD - 03.04, for instance.) (The horizontal reinforce­
ment may have to be strengthened due to the concentration of loads in the column.) 
2. The cj>1 starter bars are tied to two straight pieces of off cuts. Care must be taken to ensure that the tips are 
covered. 
3. The starter bars must have stirrups of the same diameter and spacing as in the column unless the side cover 
of concrete over all the bars is ten times their diameter, in which case two assembly stirrups suffice. 
4. L1 is the cj>1 bar lap length. 
5. If the column protrudes from the wall, its reinforcing bars and respective stirrups must reach into the founda­
tions (see detail G). L2 must be at least 2 s, where sis the spacing between distribution bars in the founda­
tions. 
6. See 1.5 to determine when to use anchor type a, b or c in the cj>1 reinforcing bars. 
7. The reinforcement is arranged at wall corners as shown in details E and F. L5 is the cj>8 bar lap length. 
8. Further to calculations, L6 , which is initially the cj>6 bar lap length, may need to be lengthened to withstand 
horizontal bending. 
9. See CD - 02.11 for recommendations on fillers, waterproofing and drainage. 
2. STATUTORY LEGISLATION 
None in place. 
3. SPECIFIC REFERENCES 
See Chapter 10 in (27). 
149 
CD-02.22 
© 
m 
See detail H 
~7__ 
( \ 
I I 
\ ) 
@ 
® 
REINFORCEMENT IN CORNER 
OF WALL 
BASEMENT WALLS. 
SPECIAL DETAILS (2 of 2) 
Construction 'oint 
I 
p 
I 
p 
I 
CJ 
DETAIL G (Reinforcement in column) 
Construction joint 
Spacer --See detail ®@ © 
--{- i~CD-_0_2._02 __ ~___..,...---~-.-i 
h 
R 
- 01 
End spacer 
DETAIL H (Reinforcement in wall) 
20cm 
H 
REINFORCEMENT IN FOOTING 
150 
CD-02.22 NOTES 
1. RECOMMENDATIONS 
1. If the column width is the same or narrower than the wall width, the bond is as shown in detail A. Variation 
1 affords a straightforward solution. Variation 2 is an alternative, in which the column is set back by a 
certain length from the outer side of the wall (3/4 cm generally suffices) to accommodate the starter bars. 
(Solutions involving starter bar deviation may also be adopted. See CD-03.04, for instance.) (The horizontal 
reinforcement may have to be strengthened due to the concentration of loads in the column.) 
2. The q,1 starter bars are tied to two straight pieces of off cuts. Care must be taken to ensure that the tips are 
covered. 
3. The starter bars must have stirrups of the same diameter and spacing as in the column unless the side cover 
of concrete over all the bars is ten times their diameter, in which case two assembly stirrups suffice. 
4. L1 is the <1>1 bar lap length. 
5. If the column protrudes from the wall, its reinforcing bars and respective stirrups must reach into the founda­
tions (see detail G). L2 must be at least 2 s, where s is the spacing between distribution bars in the founda­
tions. 
6. See 1.5 to determine when to use anchor type a, b or c in the <jl 1 reinforcing bars. 
7. The reinforcement is arranged at wall corners as shown in details E and F. L5 is the <jl8 bar lap length. 
8. Further to calculations, L6 , which is initially the <jl6 bar lap length, may need to be lengthened to withstand 
horizontal bending. 
9. See CD - 02.11 for Recommendations on fillers, waterproofing and drainage. 
2. STATUTORY LEGISLATION 
None in place. 
3. SPECIFIC REFERENCES 
See Chapter 1 O in (27). 
151 
CD- 02.23 
Spacer 
\ 
PLAN 
L1 
~ 1~ 
v 
02 / 
r---
Sp acer 
\ 
l l 
ELEVATION 
DIAPHRAGM WALLS. 
GENERAL REINFORCEMENT 
=tr 3 
-
--r-J1 
~ 
' 
I" 
"' ~ 
152 
See detail A 
-~ 
Special chair 
R= 20 
v0~50mm 
DETAIL A 
Sp~9_ial chair 
r 2 f= L----+----+---~ 
*}-
SECTION A-A 
CD-02.23 NOTES 
1. RECOMMENDATIONS 
1. r1 =7.5cm. 
2. r2 = 7.5 cm. 
3. Use revolving wheel spacers, positioned on the horizontal reinforcement. 
4. L1 is the $2 bar lap length. 
5. The length of L2 can be greater for constructional reasons. 
6. A rough surface such as is generated by vibration is needed ai the top. 
7. All' reinforcement ties should be welded. 
8. The special chairs should be welded to the $2 bars. 
9. See 1.4 for welding details. 
2. STATUTORY LEGISLATION 
None in place. 
3. SPECIFIC REFERENCES 
See Chapter 11 in (27). 
153 
DIAPHRAGM WALLS. 
CROWN BEAM 
CD-02.24 
b 
Construction ·oint 
Special chair 
154 
CD-02.24 NOTES 
1. RECOMMENDATIONS 
1. For the diaphragm wall, see CD - 02.23. 
2. The construction joint surface is cleaned and moistened before pouring the concrete for the beam. The beam 
is cast when the surface of the joint dries. 
3. The top of the beam is smoothed with a float or power float. 
4. If b > 65 cm, use multiple stirrups. 
2. STATUTORY LEGISLATION 
None in place. 
3. SPECIFIC REFERENCES 
See Chapter 11 in (27). 
155 
CD-02.25 
. I r2.L+-
DIAPHRAGM WALL-BEAM BOND 
(VARIATION 1) 
Steel plate -:f:. 1 Omm 
0 5 spaced at s 
I ' I I f 
--t-t-1 
ELEVATION 
But_t_weld 
DETAIL A 
11 ··· · -- 0 5 spaced at s 
--1>.----
··-min. 20 cm 
S acer 
PLAN 
156 
CD-02.25 NOTES 
1. RECOMMENDATIONS 
1. See Recommendations in CD - 02.23. 
2. r1 = 7.5 cm; r2 = 2.5 cm; r3 = 2.5 cm; r4 = 2.5 cm; r5 = 2.5 cm. 
3. See 1 .4 for welding details. 
4. Particular care is needed when welding <J>3 to <j>2 and <j> 1 bars. 
5. Ensure plate attachment stiffness. In any event, the design for the plate-beam bond must make allowance 
for plate sliding and shifting when the diaphragm wall concrete is poured. 
6. L1 is the <j>3 bar lap length. 
7. L2 is the <j>4 lap length. 
8. See 1.2 and 1.3 for descriptions of how to tie bars and place spacers. 
2. STATUTORY LEGISLATION 
None in place. 
3. SPECIFIC REFERENCES 
See Chapter 11 in (27). 
157 
CD-02.26 
§P.~_ce_r __ 
DIAPHRAGM WALL-BEAM BOND 
(VARIATION 2) 
Bar straigh~ened in this direction 
0 5 spaced at s 
r-~-+-, ---~+-~-l----\--~~~_.__- =tl4 
\ 
I 
\ 
\ Bar ~_tr_ai_g_htened in this direction 
ELEVATION 
Construction joint r--
r2 
Spacer 
PLAN 
158 
CD-02.26 NOTES 
1. RECOMMENDATIONS 
1. See Recommendationsin CD - 02.23. 
2. r1 = 7.5 cm; r2 = 2.5 cm; r3 = 2.5 cm; r4 = 2.5 cm; r5 = 2.5 cm. 
3. See 1 .4 for welding details. 
4. The <j>3 bars designed to be straightened are to be welded to the <j>1 and <j>2 bars and must be left uncovered 
at the inner side of the diaphragm wall. 
5. Radius R should be the standard bend radius. 
6. Ensure plate attachment stiffness. In any event, the design for the plate-beam bond must make allowance 
for plate sliding and shifting when the diaphragm wall concrete is poured. 
7. L1 is the <j>3 bar lap length. 
8. L2 is the <j>4 lap length. 
9. See 1.2 and 1.3 for descriptions of how to tie bars and place spacers. 
2. STATUTORY LEGISLATION 
None in place. 
3. SPECIFIC REFERENCES 
See Chapter 11 in {27). 
159 
CD- 02.27 
See detail @© © 
for 0 3 bars 
Spacer ------
DIAPHRAGM WALL-BEAM BOND 
(VARIATION 3) 
Void left by wood or expanded 
polystyrene void former 
-\ -03 
.,.,...,._ __ -++-.....,-rr---"'IJ'liiiiiiiiijo~----~--...._'([>111/~G 
111 ul n' -t 
111 111 111 
1r 1r 1r 
II II II 
II II II 
II II II 
II 11 II 
II II 11 
II 11 11 
----+J-----fl----fl-e--- 0 5 spaced at s 
w 
ELEVATION 
Spacer 
Construc.QC'.?n joint 
PLAN 
160 
® 
l~------
1 
I 
I 
... t-
1 
I 
I 
r-
1 
I 
I 
\~-----
(~-----
1 
I 
I 
-t-
1 
I 
I 
' I 
I 
I 
\~-----
© 
I 
I 
I 
I 
CD-02.27 NOTES 
1. RECOMMENDATIONS 
1. See Recommendations in CD - 02.23. 
2. r1 = 7.5 cm ; r2 = 2.5 cm ; r3 2 $3 ; r4 2 $4 ; r5 2 $3 ; $5 2 $4 • 
3. The void formers must be carefully tied to the diaphragm wall cage. In any event, the design for the plate­
beam bond must make allowance for void formers and shifting when the diaphragm wall concrete is poured. 
4. Before casting the concrete to form the vertical member, the concrete around the void area should be 
cleaned and moistened. The new concrete should not be cast until the surface of the existing concrete dries. 
5. Special care must be taken during concrete pouring and compacting in the void area. 
6. See 1.2 and 1.3 for descriptions of how to tie bars and place spacers. 
2. STATUTORY LEGISLATION 
None in place. 
3. SPECIFIC REFERENCES 
See Chapter 11 in (27). 
161 
CD-02.28 DIAPHRAGM WALL-SLAB BOND 
(VARIATION 1) 
S acer 
Steel plate ~ 10 mm 
See detail A in CD-02.25 
See detail ® @ @ __ f<:>~_!!!_~_ 0 9 bars 
I 
/09 
~"""""----""Hi-41~~~~~""!-~--"':"""~~=i=~ 
----010 
r4-J__ 
I ' 
~ 
_Spacer 
ELEVATION 
PLAN 
II _____ u_ -
-----rr---
11 
II 
II II -- __ u ______ u__ 
-----11-------IT-
ll II 
II II 
~1-------1...=~~=~~-=i=~=~~=~= 
II II 
II 11 
II II __ u _______ u.__ 
- --rr-------rr-
11 II 
II 11 
II II 
II 11 __ u _______ u__ 
--11-------IT-
ll II 
II II 
l"9-.... ------r- - 11 5 cm : : -- --$-------ll--- --11 -----IT-
F~====- - - II 
c======= 
II II 
II II 
II II _____ u _______ 1_1_ 
~=c~==f==~~-.. ----~-------~-
11 II 
II 11 
II 11 _____ u _______ 1...L_ 
--"- ---- - -,,.--
1 11 
II 11 
II I 
II I 
II I 
0 6 spaced at s 
162 
s0[ 
® 
R 
© 
CD-02.28 NOTES 
1. RECOMMENDATIONS 
1. See the Recommendations in CD - 02.23 for the diaphragm wall. 
2. r1 = 7.5 cm ; r2 = 2.5 cm ~ <j>9. 
3. r3 = 2.5 cm ~ <j>4• 
4. r4 = 2.5 cm. 
5. See 1.4 for welding details. 
6. See 1.2 and 1.3 for descriptions of how to tie bars and place spacers. 
2. STATUTORY LEGISLATION 
None in place. 
3. SPECIFIC REFERENCES 
See Chapter 11 in (27). 
163 
CD-02.29 DIAPHRAGM WALL-SLAB BOND 
(VARIATION 2) 
~A 
==~r====,r====TI=====n 
II II II 11 
II II 11 I 
JI II II 11 IJ 
__ Jl ____ j~---- 1: II 11 
--~r----,r----~=====~=====~=== 
II II 11 11 II 
II II II II 
==~~====~~====~=====~=====~=== 
IJ II II 11 11 
II rr IJ II II 
ll II II 11 11 
___ :.L ____ J~--- l: II 11 
--~rT---,r---=TI=====~=====~=== 
:t ~ :: :: :: II 
II II 11 11 :: 
II II 11 11 II 
__ _1.,L ____ ..JL ____ .LI 
--~r- - ,r----n=====~=====~=== 
II II II 11 11 
II II 11 rt II 
ELEVATION 
I 
I 
I 
I 
I 
SECTION A-A 
~..,. ...... ...118:F--~-~;;.;;,;;..;;.~;;.;;.;;.., ... .., __ .,._ 
I 
I 
I 
I 
I 
I 
I ""'...iit------.... 111~----y---~.;.y;;~.;;.;i ................... 
I 
I 
I 
I 
I 
I 
I 
~--i----..ltlllll"lp----,-~;.;;.;~~=;;i,,/ol-•-..a.-
1 
r4-t-
PLAN 
164 
Construction joint 
I L1 
Spacer 
PERSPECTIVE 
CD-02.29 NOTES 
1. RECOMMENDATIONS 
1. See the Recommendations in CD - 02.23 for the diaphragm wall. 
2. For the bend radius R see Table T-1.1. 
3. The <j>3 bars are welded to the vertical diaphragm wall reinforcement. They must be uncovered on the inner 
side, to be readily visible with superficial chipping. 
4. See 1.4 for welding details. 
5. r1 = 7.5 cm. 
6. r2 = 2.5 cm. 
7. L1 is the lap length of the thicker of the <j>3 or <j>5 bars. 
8. L2 is the lap length of the thicker of the <j>3 or <j>6 bars. 
9. See 1.2 and 1.3 for descriptions of how to tie bars and place spacers. 
2. STATUTORY LEGISLATION 
None in place. 
3. SPECIFIC REFERENCES 
See Chapter 11 in (27). 
165 
CD-02.30 
Spacer 
WALLS. DRAINAGE CHAMBER AND 
CHANNEL IN DIAPHRAGM WALL 
Brick wall 
Chair 
166 
CD-02.30 NOTES 
1. RECOMMENDATIONS 
1. This is the solution to be used to prevent water from seeping across the diaphragm wall. 
2. The detail shows a diaphragm wall-slab bond analogous to the bond described in CD - 02.28. The system 
can be adapted to any other circumstance. 
3. The channel should slope toward the downpipes. 
4. Openings must be left in the brick wall to allow water seeping across the diaphragm wall to evaporate. 
2. STATUTORY LEGISLATION 
None in place. 
3. SPECIFIC REFERENCES 
See Chapter 11 in (27). 
167 
Group 03 
Columns and joints 
CD- 03.01 COLUMNS SPRINGING FROM THE FOOTING. 
r 
A 
r 
B 
Construction 
joint 
----i 
A 
Construction 
joint 
----i 
~=1==: --8 ls cm 
See CD-01.03 for 
footing details 
TIE BAR ARRANGEMENT 
Construction 
-joint--
VIEW FROM A 
~ a 
SECTION A-A 
HOOK 
SECTION B-B 
20 
goo HOOK goo BEND 
s < 40 cm { 
20 01 
THE SMALLER OF a OR b 
NOTES: 
s SHOULD BE REDUCED TO 0.6 s IN TRANSVERSE 
SECTIONS AT A DISTANCE FROM THE COLUMN 
OF LESS THAN THE LARGEST TRANSVERSE 
DIMENSION COUNTING FROM THE BEAM OR 
SLAB. IN LAP AREAS IF 0 <!16mm,A MINIMUM OFTHREE 
TIES IS REQUIRED. 
0 1 IS THE DIAMETER OF THE THINNEST 
LONGITUDINAL BAR. 
170 
CD- 03.01 NOTES 
1. RECOMMENDATIONS 
1. L, is the cl>, bar lap length. L2 is the cj>2 bar lap length. 
2. See Tables T-1.1 and T-1.2 for bend radii. 
3. Cover r, = 2.5 cm. 
4. Cover r2 may not be less than cj>,. 
5. The tie bars are bent in the starter bars and hooked in all others. 
6. As a rule, the tie bars in the upper and lower lengths of the column can be used in the joints if appropriately 
slanted (solid line). Otherwise, special tie bars are needed (dashed line). 
7. See CD - 03.16 for tie bar shapes and bar layouts. 
8. See 1.2 for bar tying procedures and 1.3 for spacer placement. 
9. Before pouring the concrete for the column, the bottom joint should be cleaned and moistened, and the new 
concrete should not be cast until the existing concrete surface dries. 
2. STATUTORY LEGISLATION 
See EC2 (5). 
3. RECOMMENDED ALTERNATIVE CODES 
See ACI 318-08 (22) and (15). 
171 
CD-03.02 
Construction 
--iornt\ :=;==== 
['-. / 
A .. -
~?== 
5cm J_ I~ 
! :=;=== 
~~ ,'~ 
j -- ~ 
I°" 
5cmr- -
Sp~ 
r 
A 
r1 - I -
... 
L2 r 
B 
, 
! 
I '-
COLUMNS IN INTERMEDIATE STOREYS. 
~ 
--
L1 
---- Ts1 
~"'" 
_!s1 
"'~Constructio 
joint 
02 
.... v.----
-i 
A 
....... T 
i S1 
__ __l_ 
r2 
>----
Construction 
II joinf--
I; -i 
- ~--15 cm 
n 
TIE BAR ARRANGEMENT 
Construction 
-Tofnt 
VIEW FROM A 
SECTION A-A SECTION B-8 
100 ~70 mm 
h 
20 20 
t 
~ ~\J: ~"'" 
HOOK goo HOOK goo BEND 
\\ -Construction / 
joint 
j 
S2J 
__ 1 __ 
/ 
, 
I 
--,5cm 
03 
~ 
NOTES: 
20 01 
s s 40 cm 
THE SMALLER OF a OR b 
s SHOULD BE REDUCED TO 0.6 s IN TRANSVERSE 
SECTIONS AT A DISTANCE FROM THE COLUMN 
OFLESSTHANTHELARGESTTRANSVERSE 
DIMENSION COUNTING FROM THE BEAM OR 
SLAB. IN LAP AREASIF 0 ~16mm.A MINIMUM OFTHREE 
TIES IS REQUIRED. 
0 1 IS THE DIAMETER OF THE THINNEST 
LONGITUDINAL BAR. 
172 
CD-03.02 NOTES 
1. RECOMMENDATIONS 
1. L1 is the <1> 1 bar lap length. L2 is the <1>2 bar lap length. 
2. See Tables T-1.1 and T-1.2 for bend radii. 
3. Cover r1 = 2.5 cm. 
4. Cover r2 :::: <1>2 • 
5. The tie bars are bent in the starter bars and hooked in all others. 
6. As a rule, the tie bars in the upper and lower lengths of the column can be used in the joints if appropriately 
slanted (solid line). Otherwise, special tie bars are needed (dashed line). 
7. See CD - 03.16 for tie bar shapes and bar layouts. 
8. See 1.2 for bar tying procedures and 1.3 for spacer placement. 
9. Before pouring the concrete for the column, the bottom joint should be cleaned and moistened, and the new 
concrete should not be cast until the existing concrete surface dries. 
2. STATUTORY LEGISLATION 
See EC2 (5). 
3. RECOMMENDED ALTERNATIVE CODES 
See ACI 318-08 (22) and (15). 
173 
CD - 03.03 
- ...... 
~~ 
j 
Semi 
~ 
r 
A 
r1 - ~ 
~ 
L1 r .. B ' 
I 
A 
I 
_J_s1 
·"'-
"~t;mstructio 
joint 
Spacer 
01 
,_V-
--i 
A 
Qs1 
r2 ,__ 
COLUMNS IN TOP STOREY. 
n 
TIE BAR ARRANGEMENT 
Construction 
joint 
VIEW FROM A 
a 
SECTION A-A SECTION B-B 
Construction 
Se-~ 100H mm 
~00 ~=== I/ joint 
I! --i 
20 20 20 
8 Scm ----·---~I I 
b 
M-1: "'~ ,>.. 
HOOK goo HOOK goo BEND 
\\ 
~ 
Construction ,/ 
joint 
s~r= 
/ 
' 
I 
~--·--1 5 cm 
02 
v--
{ 
20 01 
s:S 40 cm 
THE SMALLER OF a OR b 
NOTES: 
s SHOULD BE REDUCED TO 0.6 s IN TRANSVERSE 
SECTIONS AT A DISTANCE FROM THE COLUMN 
OF LESS THAN THE LARGEST TRANSVERSE 
DIMENSION COUNTING FROM THE BEAM OR 
SLAB. IN LAP AREAS IF 0 ::>:16mm.A MINIMUM OF THREE 
TIES IS REQUIRED 
0 1 IS THE DIAMETER OFTHE THINNEST 
LONGITUDINAL BAR 
174 
CD-03.03 NOTES 
1. RECOMMENDATIONS 
1. L, is the <J>, bar lap length. 
2. See Tables T-1.1 and T-1.2 for bend radii. 
3. Cover r, = 2.5 cm. 
4. Cover r2 ~ <J>,. 
5. The tie bars are bent in the starter bars and hooked in all others. 
6. As a rule, the tie bars in the upper and lower lengths of the column can be used in the joints if appropriately 
slanted (solid line). Otherwise, special tie bars are needed (dashed line). 
7. See CD - 03.16 for tie bar shapes and bar layouts. 
8. See 1.2 for bar tying procedures and 1.3 for spacer placement. 
9. Before pouring the concrete for the column, the bottom joint should be cleaned and moistened, and the new 
concrete should not be cast until the existing concrete surface dries. Analogously, the top joint should be 
cleaned and moistened before pouring the concrete for the lintel. 
2. STATUTORY LEGISLATION 
See EC2 (5). 
3. RECOMMENDED ALTERNATIVE CODES 
See ACI 318-08 (22) and (15). 
175 
CD-03.04 
t! .r 
A 
INTERMEDIATE JOINT IN EDGE COLUMNS 
(VARIATION 1) 
T5cm 
1.§ cm 
1. 
A 
Construction 
joint 
04 
{
tan as 1/6 
AR. If tan a> 1/6 use CD-03.05 
SECTION A-A 
SECTION C-C 
R=20 or 
3.50 
r1 
SECTION B-B 
' 
I 
L3 i 
I 
0 
~ 
~ 
VIEW FROM A 
100 ~70 mm 
ii 
Fr 
HOOK 90° HOOK 90° BEND 
176 
{ 
2001 
s s 40 cm 
THE SMALLER OF a2 OR b2 
{ 
20 02 
t s 40 cm 
THE SMALLER OF a1 OR b1 
NOTES: 
s AND t SHOULD BE REDUCED BY A FACTOR OF 
0.6 IN TRANSVERSE SECTIONS AT A DISTANCE 
FROM THE COLUMN OF LESS THAN THE LARGEST 
TRANSVERSE DIMENSION COUNTING FROM THE 
BEAM OR SLAB. IN LAP AREAS IF 0<::16 mm, A 
MINIMUM OF THREE TIES IS REQUIRED. 
0 1 AND 0 2 ARE THE DIAMETERS OF THE THINNEST 
LONGITUDINAL BARS. 
CD-03.04 NOTES 
1. RECOMMENDATIONS 
1. L, is the<!>, bar lap length. 
2. See Tables T-1.1 and T-1.2 for bend radii. 
3. Cover r, = 2.5 cm. 
4. Cover r2 :2: <j>2 • 
5. To calculate lengths L3 and L4 , see EC2, anchorage lengths. 
6. The tie bars are bent in the starter bars and hooked in all others. 
7. As a rule, the tie bars in the upper and lower lengths of the column can be used in the joints if appropriately 
slanted (solid line). Otherwise, special tie bars are needed (dashed line). 
8. See CD - 03.16 for tie bar shapes and bar layouts. 
9. See 1.2 for bar tying procedures and 1.3 for spacer placement. 
10. Angle a is understood to be the actual measured magnitude. According to EC2, tie bars need not be calcu­
lated if tan a ~ J_ . ACI 318-08 simply recommends tan a ~ _!_ . 
12 6 
2. STATUTORY LEGISLATION 
See EC2 (5). 
3. RECOMMENDED ALTERNATIVE CODES 
See ACI 318-08 (22) and (15). 
177 
CD-03.05 INTERMEDIATE JOINT IN EDGE COLUMNS 
(VARIATION 2) 
A-+ 
See 
@@© 
! 
L1 I 
L 
Construction 
joint--
P':'.'hc~""i':"'~ 
5cm 
VIEW FROM A 
100 ~ 70 mm 
H 
t 
R = 20 or 
3.50 
Off cuts 
FF 
HOOK goo HOOK goo BEND 
178 
{
This CD is used when in CD-03.04 
AR. tan a> 1/6 
If tan a> 1/6 use CD-03.06 
a1 
:-~~----1 
IF~~~! 
SECTION A-A 
SECTION C-C 
R = 20 or 
3.50 
! 
i b1 
s s 40 cm 
SECTION B-B 
' 
~~ 
A A 
{ 
2001 
THE SMALLER OF a2 OR b2 
{ 
2002 
t:::;; 40 cm 
THE SMALLER OF a1 OR b1 
NOTES: 
s AND t SHOULD BE REDUCED BY A FACTOR OF 
0.6 IN TRANSVERSE SECTIONS AT A DISTANCE 
FROM THE COLUMN OF LESS THAN THE LARGEST 
TRANSVERSE DIMENSION COUNTING FROM THE 
BEAM OR SLAB. IN LAP AREAS IF 0:2:16 mm, A 
MINIMUM OF THREE TIES IS REQUIRED. 
0 1 AND 0 2 ARE THE DIAMETERS OF THE THINNEST 
LONGITUDINAL BARS. 
CD-03.05 
1. RECOMMENDATIONS 
1. L1 is the tj>1 bar lap length. L2 is the tj>2 bar lap length. 
2. See Tables T-1.1 and T-1.2 for bend radii. 
3. Cover r1 = 2.5 cm. 
4. Cover r2 2 tj>2• 
5. To calculate lengths L3 and L4 , see EC2, anchorage lengths. 
6. The tie bars are bent in the starter bars and hooked in all others. 
7. For tie bars in the joint, see the respective details. 
8. See CD - 03.16 for tie bar shapes and bar layouts. 
9. See 1.2 for bar tying procedures and 1.3 for spacer placement. 
10. Angle a is understood to be the actual measured magnitude. 
2. STATUTORY LEGISLATION 
See EC2 (5). 
3. RECOMMENDED ALTERNATIVE CODES 
See ACI 318-08 (22) and (15). 
179 
NOTES 
CD - 03.06 INTERMEDIATE JOINT IN EDGE COLUMNS 
(VARIATION 3) 
r1_ 
Construction 8 
joint \ 
Ar+ r 
IC 
5cm~ 
See t 
@@©/ 
See ~ 
detail1 
Construction / v 
joint 
L2 
t~ 
r1_ 
,f 
A 
t~ 
I' " / 
-
s T 
B 
_j I I L, 1.c [\ 03 
[/ ' I/ '- I 
I ' -- -- / 
M '({ / r I 
\ 
LA- -1 
/ 
115cm 
~ '\ 
['._ 
"~ l-5 cm 
~ 04 
Off cuts 
~ ['._ "' 
~ i---·-- r----· 02 
,.__ - _fa 
1. 
A 
1--1, 50 I Construction 
A 
~ 
~ joint r 
~~~':-:Ji.-!-~ 5 cm 1'I 
VIEW FROM A DETAIL 1 
{ 
This CD is used when in CD-03.04 tan a > 1/6 
R. and when in CD-03.05 tan a 1 >1/6 
SECTION A-A 
50I 
SECTION C-C 
R=20 
or 3.50 
s s 40 cm 
SECTION 8-8 
' . 
I 
L3 I 
I 
' 
{ 
2001 
THE SMALLER OF a2 OR b2 
t s 40 cm 
HOOK goo HOOK goo BEND 
{ 
20 02 
THE SMALLER OF a1 OR b1 
180 
NOTES: 
s AND t SHOULD BE REDUCED BY A FACTOR OF 
0.6 IN TRANSVERSE SECTIONS AT A DISTANCE 
FROM THE COLUMN OF LESS THAN THE LARGEST 
TRANSVERSE DIMENSION COUNTING FROM THE 
BEAM OR SLAB. IN LAP AREAS IF 0<::16 mm, A 
MINIMUM OF THREE TIES IS REQUIRED. 
0 1 AND 0 2 ARE THE DIAMETERS OF THE THINNEST 
LONGITUDINAL BARS. 
>. 
CD - 03.06 NOTES 
1. RECOMMENDATIONS 
1. L1 is the 4> 1 bar lap length. L2 is the 4>2 bar lap length. 
2. See Tables T-1.1 and T-1.2 for bend radii. 
3. Cover r1 = 2.5 cm. 
4. The tie bars are bent in the starter bars and hooked in all others. 
5. For tie bars in the joint, see the respective details. 
6. Cover r2 :::>: 4>2 • 
7. To calculate lengths L3 and L4, see EC2, anchorage lengths. 
8. See 1.2 tor bar tying procedures and 1.3 for spacer placement. 
2. STATUTORY LEGISLATION 
See EC2 (5). 
3. RECOMMENDED ALTERNATIVE CODES 
See ACI 318-08 (22) and (15). 
181 
CD - 03.07 
r1 
Construction 
joint 
A_. 
See St. 
a (6) c +-"I~=-===!> 
Constructio 
joint 
t 
SECTION A-A 
I 
Se 100 :2: 70 mm 
L3 
A 
INTERMEDIATE CORNER JOINT 
(VARIATION 1) 
AR. {it tan a> 1/6 use CD-03.08 
tana.:51/6 
I s0J 
A 
Construction 
jofn_t_ 
VIEWFROM A 
R=20 or 
3.50 
s s 40 cm 
µR >. 
,.. 
~so H 
~'/'""> fi;= ~ 
~ (0 (0 
{ 
2001 
THE SMALLER OF a2 OR b2 
{ 
20 02 
t s 40 cm 
THE SMALLER OF a1 OR b1 
HOOK goo HOOK goo BEND 
182 
NOTES: 
s AND t SHOULD BE REDUCED BY A FACTOR OF 
0.6 IN TRANSVERSE SECTIONS AT A DISTANCE 
FROM THE COLUMN OF LESS THAN THE LARGEST 
TRANSVERSE DIMENSION COUNTING FROM THE 
BEAM OR SLAB. IN LAP AREAS IF Ql~16 mm, A 
MINIMUM OFTHREETIES IS REQUIRED. 
'211 AND '212 ARE THE DIAMETERS OF THE THINNEST 
LONGITUDINAL BARS. 
CD-03.07 NOTES 
1. RECOMMENDATIONS 
1. L1 is the <1>1 bar lap length. 
2. See Tables T-1.1 and T-1.2 for bend radii. 
3. Cover r1 = 2.5 cm. 
4. Cover r2 ?: <j>2• 
5. To calculate lengths L3 and L4 , see EC2, anchorage lengths. 
6. The tie bars are bent in the starter bars and hooked in all others. 
7. As a rule, the tie bars in the upper and lower lengths of the column can be used in the joints if appropriately 
slanted (solid line). Otherwise, special tie bars are needed (dashed line). 
8. See CD - 03.16 for tie bar shapes and bar layouts. 
9. See 1.2 for bar tying procedures and 1.3 for spacer placement. 
10. Angle a is understood to be the actual measured magnitude. 
2. STATUTORY LEGISLATION 
See EC2 (5). 
3. RECOMMENDED ALTERNATIVE CODES 
See ACI 318-08 (22) and (15). 
183 
CD - 03.08 INTERMEDIATE CORNER JOINT 
(VARIATION 2) 
Construction ----, 
joint A,P-
A _. 
See@@© 
Construction _ · 
-----------~ 
jo~ 
1.A 
R = 20 or L1 
3.50 
15 cm t ~====~~=$ ~ 5 cm 
. ~=====~~M~--'?J~3 __ 
L2 L_r1- 0~ Off cuts 
a1 r-----------< 
j a2 
I~~~~~ 
I 
b21 
__L~~~~ 
SECTION A-A 
A 
I 
L3 
I 
~ 
~ 
A A 
100 ~ 70 mm 
H 
FF 
HOOK 90° HOOK 90° BEND 
184 
{
This CD is used when in CD-03.07 
AR. tan a> 1/6 
If tan a 1 > 1 /6 use CD-03.09 
r 
L1 i ~~===9"'1 
I l_ ~~=le 
Construction 
joint 
VIEW FROM A 
R = 20 or 
3.50 
~JR 
A 
{ 
20 01 
s s 40 cm 
THE SMALLER OF a2 OR b2 
{ 
20 02 
t s 40 cm 
THE SMALLER OF a1 OR b1 
NOTES: 
s AND t SHOULD BE REDUCED BY A FACTOR OF 
0.6 IN TRANSVERSE SECTIONS AT A DISTANCE 
FROM THE COLUMN OF LESS THAN THE LARGEST 
TRANSVERSE DIMENSION COUNTING FROM THE 
BEAM OR SLAB. IN LAP AREAS IF 0~16 mm, A 
MINIMUM OF THREE TIES IS REQUIRED. 
0 1 AND 0 2 ARE THE DIAMETERS OF THE THINNEST 
LONGITUDINAL BARS. 
CD - 03.08 NOTES 
1. RECOMMENDATIONS 
1. The limitation on angle a is understood to be the actual spatial magnitude. The main bars are on different 
planes in this arrangement. Reinforcement schedules should be formulated with care. The arrangement 
specified does not reduce bending strength in the lap area. 
2. L1 is the <1> 1 bar lap length. L2 is the <1>2 bar lap length. 
3. See Tables T-1.1 and T-1.2 for bend radii. 
4. Cover r1 = 2.5 cm. 
5. Cover r2 ;:o: <j>2 • 
6. To calculate lengths L3 and L4, see EC2, anchorage lengths. 
7. The tie bars are bent in the starter bars and hooked in all others. 
8. For tie bars in the joint, see the respective details. 
9. See CD - 03.16 for tie bar shapes and bar layouts. 
10. See 1.2 for bar tying procedures and 1.3 for spacer placement. 
2. STATUTORY LEGISLATION 
See EC2 (5). 
3. RECOMMENDED ALTERNATIVE CODES 
See ACI 318-08 (22) and (15). 
185 
CD - 03.09 INTERMEDIATE CORNER JOINT 
(VARIATION 3) 
Construct 
····················Joint 
r1 -
ion 
·- --·-·,, 
r A .. A 
5cmJ __ 
-t-
/ See@)(l?)@ / 
See .... /~ 
aetan1 
,~c.-
T 
.,t 
! 
2 
Construction 
··Joint ~ 
tI 
r1_ 
-
1,- AR· 
' _~_Js " ["' / 
~ 
' 
\ --iA L1 
~- 03 
I\ 
/ I; I/'.'-
' 
k '{( j I \ 
\ 
Ls H 
/ 
~5cm 
"" ~"\ ['-.. 
~ 
I- 5cm 
04 
Off cuts 
!'!'- t~ 
~- ............. _ 
1----·-1-· 
~,02 
-· 
',_ 
---+-= 
_r2 
---+ ........ -
Construction · JoinT __ _ 
! L 1 f- ... --~---1 
' 
{ 
This CD is used when in CD-03.07 tan a > 1/6 
and when in CD-03.08 tan a 1> 1/6 
SECTION A-A 
50 
II 
~0or I JJ0 
DETAIL -1 
VIEW FROM A 0 
HOOK 
100;:: 70 mm 
f----' 
I 
FF 
90° HOOK 90° BEND 
186 
{ 
20 01 
s s 40 cm 
THE SMALLER OF a2 OR b2 
{ 
20 02 
t s 40 cm 
THE SMALLER OF a1 OR b1 
NOTES: 
s AND t SHOULD BE REDUCED BY A FACTOR OF 
0.6 IN TRANSVERSE SECTIONS AT A DISTANCE 
FROM THE COLUMN OF LESS THAN THE LARGEST 
TRANSVERSE DIMENSION COUNTING FROM THE 
BEAM OR SLAB. IN LAP AREAS IF 0~16 mm, A 
MINIMUM OF THREE TIES IS REQUIRED 
0 1 AND 0 2 ARE THE DIAMETERS OF THE THINNEST 
LONGITUDINAL BARS_ 
CD - 03.09 NOTES 
1. RECOMMENDATIONS 
1. L1 is the $1 bar lap length. L2 is the $2 bar lap length. 
2. See Tables T-1.1 and T-1.2 for bend radii. 
3. Cover r1 = 2.5 cm. 
4. Cover r2 ~ $2 • 
5. To calculate lengths L4 and L5, see EC2, anchorage lengths. 
6. The tie bars are bent in the starter bars and hooked in all others. 
7. For tie bars in the joint, see the respective details. 
8. See CD - 03.16 for tie bar shapes and bar layouts. 
9. See 1.2 for bar tying procedures and 1.3 for spacer placement. 
2. STATUTORY LEGISLATION 
See EC2 (5). 
3. RECOMMENDED ALTERNATIVE CODES 
See ACI 318-08 (22) and (15). 
187 
CD- 03.10 FACADE OR CORNER JOINT ON LAST STOREY 
' 
r 
sl 
_l __ I 
I 
/ 
/ 
Construction/ 
joint 
--------
r1 - -·· 
.r 
A 
S-e 
1~0 
~/00 
II 
0 
Li 
; 
; 
... r 
i 
I L3 
I 
L1 I 
; 
----r 5 cm 
- 1--5cm 
01 
-~----- v-,.. r .• - 2 
]s 
1. 
A 
' 
20 
HOOK goo HOOK goo BEND 
NOTES: 
;-
s SHOULD BE REDUCED BY A FACTOR OF 0.6 IN TRANSVERSE 
SECTIONS AT A DISTANCE FROM THE COLUMN 
OF LESS THAN THE LARGEST TRANSVERSE 
DIMENSION COUNTING FROM THE BEAM OR 
SLAB. IN LAP AREAS IF 0 <::16 mm. A MINIMUM OF THREE 
TIES IS REQUIRED. 
0 1 IS THE DIAMETERS OF THE THINNEST 
LONGITUDINAL BARS_ 
188 
. 
r-- ~ -j 
r1 I . 
~I 
. 
~// . 
f 
!b 
i 
_l 
l-- a 
I 
SECTION A-A 
{ 
2001 
s:::; 40 cm 
THE SMALLER OF a OR b 
CD - 03.10 NOTES 
1. RECOMMENDATIONS 
1. L2 is the lap length of the thicker of the <1>1 or <1>2 bars. 
2. See Tables T-1.1 and T-1.2 for bend radii. 
3. Cover r1 = 2.5 cm. 
4. Cover r2 ~ <1>1• 
5. To calculate length L1, see EC2, anchorage lengths. 
6. L3 should not be shorter than the <1> 1 bar anchorage length. 
7. See CD - 03.16 for tie bar shapes and bar layouts. 
8. See 1.2 for bar tying procedures and 1.3 for spacer placement. 
2. STATUTORY LEGISLATION 
See EC2 (5). 
3. RECOMMENDED ALTERNATIVE CODES 
See ACI 318-08 {22) and (15). 
189 
I 
I . 
-
' 
CD-03.11 
' r1 _ 
I~ 
A,f 
sl 
_L I' '-
Construction 
--·-·-
·····Joint··············~ 
Scm~ 
I/" / 
a 
INSIDE JOINT IN INTERMEDIATE STOREYS 
(VARIATION 1) 
' 
"'v 
1.A 
{
tan as 1/6 
AR. If tan a> 1/6 use CD-03.12 
/ 
- .. T 
I 
j L1 
1.s I 
' 
- . I 
St ·- ~~ ~ 
.~ SECTION A-A 
J 
= 
11~ 
Scm-- / 
S~m~ ?L2 
Construction/ 
joint 
r2 - ,__ 
.r 
c 
' r 
100 ~ 70 mm 
1---1 
20 
HOOK 90° HOOK 
St 
~ ,.. 
St 
-
:---s cm 
---~----..... 02 
r --
I - 1 
I 
LJ_t 
1. 
c 
60~70 mm 
i-1 
"' 
I 
""" ,., 
• - ill ~ 
~ ~ ~ 
,., .. 
SECTION B-B 
The position of 
hook and bend 
should alternate 
up the column l -- ·----------·---- 1 
20 
90° BEND 
190 
AR VARIATION SECTION C-C 
s s 40 cm { 
20 01 
THE SMALLER OF a2 OR b2 
{ 
20 02 
t s 40 cm 
THE SMALLER OF a1 OR b1 
NOTES: 
s AND t SHOULD BE REDUCED BY A FACTOR OF 
0.6 IN TRANSVERSE SECTIONS AT A DISTANCE 
FROM THE COLUMN OF LESS THAN THE LARGEST 
TRANSVERSE DIMENSION COUNTING FROM THE 
BEAM OR SLAB. IN LAP AREAS IF 0~16 mm, A 
MINIMUM OF THREE TIES IS REQUIRED. 
0 1 AND 0 2 ARE THE DIAMETERS OF THE THINNEST 
LONGITUDINAL BARS. 
CD-03.11 NOTES 
1. RECOMMENDATIONS 
1. L1 is the «1>1 bar lap length. 
2. See Tables T-1.1 and T-1.2 for bend radii. 
3. Cover r1 = 2.5 cm. 
4. Cover r2 2 cj>2• 
5. L2 is the lap length. 
6. The tie bars are bent in the starter bars and hooked in all others. 
7. As a rule, the tie bars in the upper and lower lengths of the column can be used in the joints if appropriately 
slanted (solid line). Otherwise, special tie bars are needed (dashed line). 
8. See CD - 03.16 for tie bar shapes and bar layouts. 
9. See 1.2for bar tying procedures and 1.3 for spacer placement. 
1 O. Angle a is understood to be the actual measured magnitude. 
11. The variation shown in section C-C, taken from ACI 318-08 (22) greatly simplifies placing of the reinforce­
ment. It may not be used in areas subject to seismic risk. 
2. STATUTORY LEGISLATION 
See EC2 (5). 
3. RECOMMENDED ALTERNATIVE CODES 
See ACI 318-08 (22) and (15). 
191 
CD-03.12 INSIDE JOINT IN INTERMEDIATE STOREYS 
(VARIATION 2) 
I 
A .. 
' r1 
t.,.___····• 
...... -- !'--
A 
' I/ ,,, 
"' / i.. A 
L1 ~~=====~l ___ J s 
AR. 
This CD is used when in CD-03.11 tan a > 1/6 
This CD is applicable in soffit beams and flat 
slabs. In flat slabs, no column ties are needed at 
the joint None are needed in soffit beams either if 
the side cover on the vertical bars is at least 10 
times their diameter and no less than 10 cm 
Cons~r~ction , 8 .f 1. 8 See detail 1 
JOlnt '~~ /~ 
5 cm i +-~ ... I/ , v'/ R = 20 or 3.50 
I C._'" i, /'I !-" 
~H 
50 
5 cm~ :; v J / I./ -. 5 cm 
Construction// $~/~ ,/,~./:.~~~~~,_ 1- 5 cm 
joint 11~ ~ ~::,,. v-- L3 
Off cuts ~ .__~ : 
,.,-'/ __ l 
- ·-··-·· .. . .... ~======·-·---==· . ~·==···· ·==·-==········=;··-~ 
/ _,_r1 
1. c t c .r 
. 
~ 
I r2 . 
L1 
Construction 
joint 
02 
s s 40 cm 
VIEW FROM A 
01 
re} 
{ 
20 01 
THE SMALLER OF a2 OR b2 
{ 
2002 
t s 40 cm 
SECTION A-A 
I 50 i 
~0or I J.J0 
DETAIL 1 
SECTION B-8 
SECTION C-C 
192 
THE SMALLER OF a1 OR b1 
NOTES: 
s AND t SHOULD BE REDUCED BY A FACTOR OF 
0.6 IN TRANSVERSE SECTIONS AT A DISTANCE 
FROM THE COLUMN OF LESS THAN THE LARGEST 
TRANSVERSE DIMENSION COUNTING FROM THE 
BEAM OR SLAB. IN LAP AREAS IF 0<:16 mm, A 
MINIMUM OF THREE TIES IS REQUIRED. 
0 1 AND 0 2 ARE THE DIAMETERS OF THE THINNEST 
LONGITUDINAL BARS. 
CD-03.12 NOTES 
1. RECOMMENDATIONS 
1. L1 is the <1> 1 bar lap length. L3 is the <1>2 bar lap length. 
2. See Tables T-1.1 and T-1.2 for bend radii. 
3. Cover r1 = 2.5 cm. 
4. Cover r2 ;:>: <1>2 . 
5. L2 is the lap length. 
6. The tie bars are bent in the starter bars and hooked in all others. 
7. For tie bars in the joint, see the respective details. 
8. See CD - 03.16 for tie bar shapes and bar layouts. 
9. See 1.2 for bar tying procedures and 1.3 for spacer placement. 
2. STATUTORY LEGISLATION 
See EC2 (5). 
3. RECOMMENDED ALTERNATIVE CODES 
See ACI 318-08 (22) and (15). 
193 
CD-03.13 INTERMEDIATE JOINT IN CIRCULAR COLUMNS 
~--
~ 
f4B If tan a:::;; 1/6 (actual magnitude) 
' 
.r 
A 
L1 
5 cmJ_ 
5cm~ 
~ 
-,..---.-·-·· 
t 
-~ 
I 
0s I __ J 
I -, 
.. / 
/ 
4B 
I 
! I 
r--...._~ I 
Ls I 
A 
/ 
'\. 
/ 
1. 
A 
Construction 
v--jOinf ---
04 r-
a __,.. -· 
I 
~~~cm 
T 
~ ~3 
~Construction 
joint ···· 
" 
~~--<?';? 
- J1 
- ,!2 
SECTION A-A 
194 
fr 
I' / =:Is 
1. 
A L1 
Consj~~~tion ~ 
04 
J_ !'>... ' 
v----
p I y ... 
R = 20 or I - I 
·······-·-
3.50 I I 03 I I 
I I v--I I 
02 
I I 
I I I 
~ ttH~/ 
1/.- ______ J 
L,[ 
~ / ' 
_ _l 
SECTION B-8 
CD- 03.13 NOTES 
1. RECOMMENDATIONS 
1. L1 is the <1>1 bar lap length. L2 is the <j>3 bar lap length. 
2. See Tables T-1 .1 and T-1 .2 for bend radii. 
3. Cover r1 = 2.5 cm. 
4. The tie bars are bent in the starter bars and hooked in all others. 
5. L3 is the <j>2 bar lap length. 
6. The joint calls for special tie bars. 
7. See 1.2 for bar tying procedures and 1.3 for spacer placement. 
8. Angle a is understood to be the actual measured magnitude. 
2. STATUTORY LEGISLATION 
See EC2 (5). 
3. RECOMMENDED ALTERNATIVE CODES 
See ACI 318-08 (22) and (15). 
195 
CD - 03.14 
T 
·········-··---
I r 
L1 ! A 
i 
l i-1 
St+ -
St I j 
St 
L 
5 cm -I 
! I/ 
t : 
l_ 
I 
~ 
~B 
' 
L2 
' 
4B 
' 
,/ 
'\. 
TRANSITION FROM CIRCULAR TO 
RECTANGULAR COLUMNS 
/ 
]s 
1. 
A Construction 
// joint 
.L 5cm 
L1 
Construction 
joint 304 
2.5 cm +~=r----L.11!-~~~----· ~=~ii 1 
~ I 
,_ 
T5cm 
~ ;-····· 5 cm 
I 
/03 
If tan a S 1/6 
(actual 
magnitude) 
~9onstruction 
~~02 
joint 
'-
--: J1 
- .!2 
., 
SECTION B-B 
50~50 mm 
H 
f;;0or I °"'~ 
DETAIL 1 
SECTION A-A 
196 
CD-03.14 NOTES 
1. RECOMMENDATIONS 
1 . L1 is the $1 bar lap length. L2 is the $3 bar lap length. 
2. See Tables T-1.1 and T-1.2 for bend radii. 
3. Cover r1 = 2.5 cm. 
4. The tie bars are bent in the starter bars and hooked in all others. 
5. L3 is the $5 bar lap length. 
6. The joint calls for special tie bars. 
7. See 1.2 for bar tying procedures and 1.3 for spacer placement. 
8. Angle a is understood to be the actual measured magnitude. 
2. STATUTORY LEGISLATION 
See EC2 (5). 
3. RECOMMENDED ALTERNATIVE CODES 
See ACI 318-08 (22) and (15). 
197 
CD-03.15 
/~ 
L 
Construction 
joint 
CORNER JOINT IN LARGE SPAN PORTAL FRAMES 
5cm 
k-----r 
5cm 
198 
CD-03.15 NOTES 
1. RECOMMENDATIONS 
1. To calculate length L2 , see EC2, anchorage lengths. 
2. L1 is the lap length of the thicker of the <1>1 or <1>2 bars. 
3. Bar <j>3 reinforces the web. It has a conventional anchorage (L3). An arrangement calling for 20 <j>3 ;;:.: 15 cm is 
suggested. 
2. STATUTORY LEGISLATION 
None in place. 
3. RECOMMENDED ALTERNATIVE CODES 
None in place. 
199 
CD - 03.16 
(a) n=4 
s135° 
(e) n=8 
~t 
S15 cm l_ 
BAR ARRANGEMENT AND SHAPES OF TIES 
IN COLUMNS 
(b) n=6 
(f) n=10 
J 
>15 cm 
L 
60:?:70 mm The position of 
(c) n=6 
~ T rr===d= hook and bend 
1_ ~ should alternate 
up the column 
AR. VARIATION 
s1s1cm 
_I_ 
1-------1 s 15 cm 
(d) n=8 
r See variation 
/ 
(g) n=10 (h) n=12 
[[~ I[ .~J ~: ] [ X JI : I[ ll 
~---1 s1s cm f----.j >15cm 
(i) n=14 (j) n=12 
200 
CD - 03.16 NOTES 
1. RECOMMENDATIONS 
1. See CD - 03.01, CD - 03.02 and CD - 03.03 for the distribution of tie bars along the column, cover and 
spacers, respectively. 
2. The maximum spacing between longitudinal reinforcing bars is 35 cm (not specified in EC2}. 
3. The tie bars should brace the longitudinal reinforcement at an angle of ::; 135Q (details (e), (f), (g) and (h}} 
(not specified in EC2). 
4. AR. Only every other bar need be braced if they are spaced at more than 15 cm (details (c), (j)). This provi­
sion is laid down in ACl-318-08 (22). 
5. The general principle is that the smallest possible number of bars should be used (see CD - 03.17 on pos­
sible bundling). 
6. In long columns, the use of thick bars is advisable, with preference given to detail (i) over detail U) arrange­
ments. 
7. Rather than very thick tie bars, the use of bundled ties is recommended. 
8. When two or more ties are used, different shapes may be jointed or staggered at 10 cjJ, provided ties of the 
same type are spaced within the maximum allowable distance. This second solution is preferable when, 
following the preceding recommendation, double ties are used rather than four-ties. 
9. Complex tie bar arrangements lead to segregation during concrete pouring and consequently to lower con­
crete strength. 
2. STATUTORY LEGISLATION 
This subject is scantly dealt with in EC2 (5). 
3. RECOMMENDED ALTERNATIVE CODES 
See ACI 318-08 (22) and (15). 
201 
CD-03.17 
:::;35 cm 
. 
: ; 
~ I" 
I I . 
8 BARS 
BUNDLED BAR ARRANGEMENTS 
See variation 
................ ·-·-·-· ......... ·-··--··· ··--··\ 
in CD-03.16 \ 
\ 
---\1 12-15 cm 
12 BARS 16 BARS 16 BARS 
--1 ~5 cm --1 ~5 cm . --l ~5 cm --1 ~5 cm 
See variation-+-----~ 
in CD-03.16 
20 BARS 20 BARS 24 BARS 24 BARS 
--1 ~5 cm >15 cm ··--l r-215 cm 
28 BARS 32 BARS 36 BARS 
0 
(Seenote5) 
202 
CD-03.17 NOTES 
1. RECOMMENDATIONS 
1. In 20-<j> tie bar spacing, where <j> is the diameter of the main reinforcement, <j> is defined to be the diameter of 
the individual bars comprising the bundle. Note that the maximum spacing between bundles is 35 cm. 
2. For tie bar diameter, "> ]_" , where <j> is the equivalent diameter of the thickest bundle (see Table T-1.8 
't' 4 't'e e 
for equivalent diameters for bundles). 
3. Rather than very thick tie bars, the use of bundledpairs of tie bars is recommended. 
4. When two or more tie bars are used, different combinations (such as the 24-bar solution shown opposite) 
may be bundled or staggered at 24 <j>, provided ties of the same type are spaced within the maximum allow­
able distance. This second solution is preferable when, following the preceding recommendation, double tie 
bars are used rather than four-tie bundles. 
5. Note that the bundle cover may not be smaller than the equivalent diameter, but must be measured to the 
actual physical position of the bars in the bundle. 
6. See 1.2 for bar tying procedures and 1.3 for spacer placement. 
2. STATUTORY LEGISLATION 
See EC2 (5). 
3. RECOMMENDED ALTERNATIVE CODES 
See ACI 318-08 (22) and (15). 
203 
CD - 03.18 
-
-
I 
I 
5cm r--1 
5cm 
r 
A 
r 
B 
5cm 
~ !--
ARRANGEMENT OF LAPS IN COLUMNS 
WITH BUNDLED BARS 
i 
--1 s cm ! 
I 
I 
-i D A 
SECTION A-A 
L1 
-i 
B 
204 
(a) 
l 
PLAN VIEW OF 90° ~ 
HOOK STARTERS STARTER BAR 
(b) 
=r1.3~ 
_11.3~ 
=r1 .3Li, 
(c) 
D 
SECTION 8-B 
CD-03.18 NOTES 
1. RECOMMENDATIONS 
1. The column over-width with respect to the beam should be carefully studied to ensure that the reinforcing 
bars do not interfere with one another at beam-column crossings (detail (a)). 
2. In one-storey columns, the four bars in a bundle may all be active (detail (b)). 
3. L1 should be greater than or equal to the group anchorage length (L1 = 1.3 Lb, where Lb is the anchorage 
length of the individual bars). 
4. L2 should be less than double the spacing between bars in the footing grid. 
5. Since no more than four starter bars can be accommodated in several-storey columns, the most suitable 
solution is to butt splice (but not weld) the bundles from the second storey up, which entails assuming only 
three bars for strength calculations. While the fourth bar is merely a splice bar, it is more practical to place it 
along the entire length of the bundle than in the splice area only. 
2. STATUTORY LEGISLATION 
See EC2. 
3. RECOMMENDED ALTERNATIVE CODES 
See ACI 318-08 (22) and (15). 
205 
CD-03.19 
EDGE SCHEDULE. 
COLUMN SCHEDULE 
~------------~ 
I I 
I I 
I I 
I I 
I I 
~------------~-------------~============~ I I 
I I 
I I 
I I 
~============~============~============~ I I 
I I 
I I 
I I 
I I 
t1r-------------f0-------------~------------~ 
PLAN OF STRUCTURE 
B C r-1 Column with reference at vertex B 
Vertical lines to 
AL_J and sides AB and BC 
be maintained in 
all the height of -< 
the building 
8 EJ Column with reference at side AB 
and centreline 
A 
~ Column with reference at centreline 
COLUMN 
1-3-5-9 
2-4 
6-8-10-12 
13-15-20 
14-16-17 -18 
-19 
Ground 
2{D 
I 35 -~ 
6 BARS 
A 
STOREY 
206 
35x 25 
612120 - B 
Tiesl2l6mm 
to 20 cm 
2{D 
I 35 I 
6 BARS 
B 
CD-03.19 NOTES 
1. RECOMMENDATIONS 
1. With the schedule shown, a clear indication can be given of the loads transmitted on each storey. 
2. Note that cases ABC and AB appear not only in corner and edge columns, but in many other circumstances 
(such as courtyards, stairwells or machinery shafts, to name but a few). 
3. The position of the reinforcing bars in each column is specified by an 'A' or 'B' in the respective cell on the 
column schedule. 
A diagram to distinguish between A and B should be included in a note attached to the schedule. 
2. STATUTORY LEGISLATION 
None in place. 
3. RECOMMENDED ALTERNATIVE CODES 
None in place. 
207 
Group 04 
Walls subjected to axial loads 
CD- 04.01 
WALLS, SHEAR WALLS AND CORES. 
GENERAL ARRANGEMENTS 
Spacer·~ 
HORIZONTAL SECTION 
@ MINIMUM THICKNESS 
HORIZONTAL SECTION 
@WALLS REINFORCED ON 
ONE SIDE ONLY 
i r1 
~=rr±=f===7T~~==tr-~==~=1 =t 
~~~~J 
, L0 f r1 
1 ::; 50 cm 1 1 
~--·-· .. 1 
HORIZONTAL SECTION 
r1' 1\02 
+-F===;;="==F~===~i====1 ~ f2 
~ r2 d::= i===~===±=F====~==j 
r11 01 Spacer 
HORIZONTAL SECTION 
@COVER 
HORIZONTAL SECTION 
@WALLS WITH e ~ 25 cm 
(REINFORCEMENT MANDATORY 
ON BOTH SIDES) 
HORIZONTAL SECTION 
a) On the horizontal plane the cross-ties should be placed alternately on each side with the 90° hooks. 
b) The 90° hooks should be placed alternately in the vertical direction. 
\ __ 
::>50 cm -
j j A A 
v v v v 
' ' 
' ' 
~,.. ~~ 
;02 
I 
1 
::; 50cm 
I' I' ' 
~,.. ~,.. 
/--02 
' ' 
' 
-01 
~,.. ~,,.. 
' ' 
_J ~01 
~,.. ~,.. 
' ' ' ' I' ' 
A j A A 
y y v ' 
@ELEVATION CD ELEVATION 
s0;::: 50 mm 
-+---+-~ 
Js0~70mm 
TIE DETAIL 
210 
CD- 04.01 NOTES 
1. RECOMMENDATIONS 
1. For ease of pouring and to prevent segregation, the minimum recommended thickness is 15 cm. Nonethe­
less, particular care is required when pouring walls with e < 25 cm. 
2. r1 = 2.5 cm; r2 :::: Q>2 • 
3. AR. Structural calculations permitting, where e < 25 cm the reinforcement may be placed on one side only 
(the outer side if the wall is a facade). Where e ~ 25 cm, reinforcement is needed on both sides. The re­
quired drying shrinkage and thermal contraction ratios must be observed. See details (c) and (d). 
4. If the geometric ratio of the <j> 1 vertical reinforcement is ~ 2 per cent, Q> ~ 16 mm, or if welded-wire mesh rein­
forcement is used with a cover of 2 <j>, no tie bars are required. Otherwise, four ties per m2 are required. 
5. AR. If the conditions specified in recommendation 4 are not met, and: 
(a) <j>1 ~ 12 mm, tie bars must be spaced, horizontally and vertically, at no more than 50 cm; or 
(b) Q> > 12 mm, and in all cases where vertical compression reinforcement is needed, tie bars must be placed 
at all intersections and spaced vertically at no more than 20 Q>1• 
6. See CD - 02.08 for horizontal construction joints in exposed concrete. 
7. If vertical contraction joints are required, see CD - 02.09 and in particular, CD - 02.21. 
8. See 1.2 and 1.3 for descriptions of how to tie bars and place spacers. 
9. Recommendations 3 and 5 are taken from ACI 318-08 (22). 
2. STATUTORY LEGISLATION 
See EC2 (5). 
3. RECOMMENDED ALTERNATIVE CODES 
See ACI 318-08 (22), which deals with the subject more extensively than EC2 (5). 
211 
CD-04.02 WALLS, SHEAR WALLS AND CORES. 
Construction joint 
v--
-,,.. ,... 
& & 
@FOOTING SPRINGLINE 
See detail 1 Co~-~~~uction joint 
@ BOND TO ROOF SLAB 
I 
t- -
--?-
0 0 0 0 
& & 
' p 
"' I>" 
' A 
p 
' 
DETAIL 1 
See detail 3 
Construction 
joint 
@) ROOF JOINT 
212 
JOINT DETAIL 
Construction joint 
5 cm t- ,.......__..__....~--L---1 +----< 
1--- ------ 3 --- 03 
02 0 5 See detail 2 
@HORIZONTAL JOINT 
ON STOREY 
Construction joint 
I 
' p -
< 
' 0 
& 
' 
~ 
"'~acer 
A 
v 
DETAIL 2 
' 0 - " " 
~""" 
' 0 0 0 
a 
' 0 
.. °' 
' _A 0 
v 
DETAIL 3 
CD-04.02 NOTES 
1. RECOMMENDATIONS 
1. For cover, minimum thickness and the need for and placement of ties, see CD - 04.01. 
2. Foundation springing a) is built exactly as described in CD - 01.01. See the recommendations included 
therein as well. 
3. L1 is the $1 bar lap length. 
4. L2 is the lap length in the thicker of the $4 or $5 reinforcing bars; is the lap length L3 in the thicker of $3 or $5 
bars; $5 is equal to the thicker of the $3 or $4 bars. 
5. L4 is the lap length in the thicker of the $4 or $5 bars; L5 is the lap length L5 in the thicker of the $5 or $6 bars; 
$6 is equal to the thicker of the $4 or $5 bars. 
6. See 1.2 and 1.3 for descriptions of how to tie bars and place spacers. 
2. STATUTORY LEGISLATION 
See EC2 (5). 
3. RECOMMENDED ALTERNATIVE CODES 
See ACI 318-08 (22), which deals with the subject more extensively than EC2 (5). 
213 
CD-04.03 WALLS, SHEAR WALLS AND CORES. 
CORNERS, JOINTS AND EDGES 
See detail 1 
' A ' A 
~~ 
• . • . 
-r-- 03 
~ p '~ L3 -- 5cm 
p ' 
~p '~ 
l 01 
p ' 
02 
A 
v 
HORIZONTAL SECTION DETAIL 1 
(a) CORNER DETAIL 
See detail 2 
HORIZONTAL SECTION DETAIL 2 
(b) JOINT DETAIL 
1---------- L3 -------j See detail 3 
f: : 
HORIZONTAL SECTION DETAIL 3 
(c) EDGE DETAIL IN SHEAR WALLS 
214 
CD-04.03 NOTES 
1. RECOMMENDATIONS1. For cover, minimum thickness and the need for and placement of tie bars, see CD - 04.01. 
2. In detail (a), L1 is the lap length in the thicker of the cj>4 or cj>5 bars; and L2 is the lap length in the thicker of 
the bars. cj>3 or cj>5• The cross-ties are tied to the horizontal reinforcing bars. cj>5 is equal to the thicker of the 
cj>3 or cj>4 bars. 
3. In details (a), (b) and (c), L3 is the lap length in the horizontal reinforcement. The hairpins are tied to the 
intersecting horizontal reinforcing bars. 
4. See 1.2 and 1.3 for descriptions of how to tie bars and place spacers. 
2. STATUTORY LEGISLATION 
See EC2 (5). 
3. RECOMMENDED ALTERNATIVE CODES 
See ACI 318-08 (22), which deals with the subject more extensively than EC2 (5). 
215 
CD-04.04 WALLS, SHEAR WALLS AND CORES. 
DETAIL OF OPENINGS 
203 
See detail A 
See detail B 
-----·-· 
AR. + 2::lii;::: 60 cm ELEVATION 
i /203 
' ' I 2::lii;::: 60 cm 
--+-----~ 
1- L1 --1 02 
20'-<tt: : : : t~ 
\ ~ 
\ --01 
• A 
\ 
\_--203 
DETAIL A 
.. See cl~t?ti1_1J 
A 
-203 
b ---i 
203 1-­
-T-~'k--~-~~ 
e 
_L_ .___..__ __ ___. 
SECTION B-B 
SECTION A-A 
DETAIL 1 
502::50 mm 
~'----+---, !~__..~I J ~~ 
Spacer 
TIES HOOK 
~· 2::lii ;::: 60 cm 
4-c 
• B 
DETAIL B 
@ 
SECTION C-C 
216 
90° BEND 
' 
' 
See detail 2 
DETAIL2 
CD-04.04 NOTES 
1. RECOMMENDATIONS 
1. For cover, minimum thickness and the need for and placement of tie bars, see CD - 04.01. 
2. In details A and B, the anchorage length is diameter ~3 . 
3. L1 is the lap length in the ~2 horizontal reinforcement. The cross-ties are tied to the vertical reinforcing bars. 
4. In detail B, L2 is the ~1 bar lap length. The cross-ties are tied to the vertical reinforcing bars. 
5. Care must be taken in areas such as Min detail B. If b:::; 40 , for all intents and purposes, such areas must be 
designed as if they were columns. See CD - 03.16. 
6. See 1.2 and 1.3 for descriptions of how to tie bars and place spacers. 
2. STATUTORY LEGISLATION 
See EC2 (5). 
3. RECOMMENDED ALTERNATIVE CODES 
See ACI 318-08 (22), which deals with the subject more extensively than EC2 (5). 
217 
CD- 04.05 WALLS, SHEAR WALLS AND CORES. 
SPECIAL DETAILS FOR SLIP FORMS (VARIATION 1) 
~A 
ELEVATION 
n ~ !!, 
1 I 1 I 1 I 1 I 
====11====1~====:r===~~== 
====~:====~: ====~!====~: == 
II II II II 
II II II II 
====oil==== =i±o=====ll= ====!lo== II II II II 
II II II II 
PLAN 
218 
SECTION A-A 
I 
I --
- I 
I 
I --
- -L---
---,---
1 
I 
I 
---~<~2------
PERSPECTIVE 
CD-04.05 NOTES 
1. RECOMMENDATIONS 
1. L1 is the lap length in the thicker of the <j>3 or <j>4 bars. 
2. L2 is the lap length in the thicker of the <j>3 or <j>5 bars. 
3. <j>3 is equal to the thicker of the <j>4 or <j>5 bars. 
4. <j>2 bars should be in the bent position, securely tied to the grids and in contact with the formwork. 
5. After the forms are stripped, contact surface AB is superficially chipped and the hairpins are straightened. 
6. The <j>2 bars are tied to <j>4 and <j>5 bars, which must be designed to the same spacing. 
7. See 1.2 and 1.3 tor descriptions of how to tie bars and place spacers. 
2. STATUTORY LEGISLATION 
See EC2 (5). 
3. RECOMMENDED ALTERNATIVE CODES 
See ACI 318-08 (22), which deals with the subject more extensively than EC2 (5). 
219 
CD-04.06 WALLS, SHEAR WALLS AND CORES. 
SPECIAL DETAILS FOR SLIP FORMS (VARIATION 2) 
TRANSVERSE CROSS-SECTION 
Polystyrene in void area 
along the entire length 
of the slab 
~.· .. ?:!~ 
~ ··¥ 
:~·~ 
~--t~I~ 
5cm 
DETAIL A 
220 
CD-04.06 NOTES 
1. RECOMMENDATIONS 
1. L1 is the <j>3 bar lap length. 
2. L2 is the <j>6 bar lap length. 
3. Depending on the model of the coupler, its threading should be protected against contact with the concrete. 
4. L3 is the anchorage length of the coupler anchorage bars. 
5. After the forms are raised, the couplers are exposed and the <j>4 and <j>5 splice bars are positioned. (Where 
necessary, the splice bars may have a larger diameter than the slab bars.) 
6. The <j>4 and <j>5 splice bars are tied to the <j>3 and <j>5 general bars, which should be designed to the same 
spacing. 
7. Before casting the slab, the polystyrene should be removed from the void area. This area should be cleaned 
and moistened and the concrete should not be poured until its surface dries. 
8. See CD - 02.28 for an alternative procedure. 
9 See 1.2 and 1.3 for descriptions of how to tie bars and place spacers. 
2. STATUTORY LEGISLATION 
None in place. 
221 
Group 05 
Beams and lintels 
CD- 05.01 BEAMS. 
SIMPLY SUPPORTED BEAMS 
See CD@® 
~A 
_______1_ r s 
~~~~~~~~~~~~~~~~~~?f:::~-----r 
~~~~===~~~~~~l_.~A~S~p~a~ce~r~~~t=-~~"' ~r3 
S04aS2 S03aS1 I 
01 I 
__,.~~~~~~~~~~~~~~~~~~---;-! 
'-lf-'°1 
I , 
i ij: 
I i 
0 
~! ~c:~--~s 
90° BEND 
j End s!acer CD 
~
I t ..••... 
r PI 
I 
® 
HOOK 
® 
r 3_ ~~'="'T='~= 
t r}_u _____ b_3_-----1 
SECTION A-A SECTION A-A SECTION A-A 
® ® ® 
w 
" 
224 
CD-05.01 
1. RECOMMENDATIONS 
1. See CD - 09 for information on support members. 
2. r1 = 2.5 cm 2 $2 . 
r2 = 2.5 cm. 
r3 2 $2. 
NOTES 
AR. If the top of the beam is horizontal and exposed to rain or condensed water, r4 = 3 cm. 
rs 2 $1. 
3. See EC2, anchorage lengths, to determine when to use anchor type f, g or h at the end of the $2 reinforcing 
bar. (The length is measured from the centreline of the support.) 
4. The double tie solution (C) is only valid where b1 s 65 cm and s 0.75 d. Where 65 cm< b2 s 125 cm, use 
solution (D).Where 125 cm< b3 s 185 cm, use solution (E). 
5. Note that the web may need to be reinforced with skin reinforcement. 
6. The top of the beam is smoothed with a float or power float. 
7. See 1.2 and 1.3 for descriptions of how to tie bars and place spacers. 
2. STATUTORY LEGISLATION 
See EC2 (5). 
225 
CD- 05.02 
BEAMS. 
HEADER JOIST 
r See@@@) of reinforcement 0 1 
301 201 
_______,_ I I / '\ 
.\;" 11 
/ <? ( 
I I 
I 
~I, ~ ~ ~ I~ 
I 
l~rr ~ L.A f~ 
5 cm 803 5 cm 
-----
1 201 ! 
i~----------]! 
'~~ 10, 101 --j ~1 
:r 10, 11 
, I 
: 20, i 
I~ ~ _l_r _l_ 
-,rs t -,s 
Li s0I R=20 or R 
r1 ~ r1 ~ 3.50 -
I r1 I-
® ® © 
r2 
,__.._...__----+-t---,1 _l_ r4 S acer 
SECTION A-A 90° BEND HOOK 
226 
CD - 05.02 
1. RECOMMENDATIONS 
1. r1 = 2.5 cm ~ ~1 • 
r2 = 2.5 cm. 
r3 ~ ~2· 
NOTES 
AR. If the top of the beam is horizontal and exposed to rain or condensed water, r4 = 3 cm. 
r5 ~ ~1 
2. See EC2, anchorage lengths, to determine when to use anchor type a, b or cat the end of the ~1 reinforcing 
bar. 
3. See EC2 for information on calculating length L3. 
4. Note that the web may need to be reinforced with skin reinforcement. 
5. The top of the beam is smoothed with a float or power float. 
6. See 1.2 and 1.3 for descriptions of how to tie bars and place spacers. 
2. STATUTORY LEGISLATION 
See EC2 (5). 
227 
BEAMS. 
CONTINUOUS LINTELS WITH CONSTANT DEPTH 
CD-05.03 
L 
I~ 
50 _i R=20 or R 
r1 I- 3.50 
® ® @) 
SECTION A-A 90° BEND HOOK 
228 
CD- 05.03 
1. RECOMMENDATIONS 
1. r1 =2.5 cm. 
r2 = 2.5 cm. 
r31 ~ 4>1 
~4>a 
r4 = 2.5 cm. 
If the top of the beam is horizontal and exposed to rain or condensed water, r4 = 3 cm. 
rs ;::: 4>2· 
NOTES 
2. See EC2, anchorage lengths, to determine when to use anchor type a, b or c at the end of the cj>1 and cj>2 
reinforcing bars. 
3. See EC2 for information on calculating length L3 . 
4. L4 is the lap length in the thicker of the cj>2 or cj>3 bars, L5 is the lap length in the thicker of the cj>8 or cj>10 bars L6 
is the lap length in the thicker of cj>3 or cj>4 bars and L1 is the lap length in the thicker of the cj>10 or cj> 14 bars. 
5. Note that the web may need to be reinforced with skin reinforcement. 
6. The top of the beam is smoothed with a float or power float. 
7. See 1.2 and 1.3 for descriptions of how to tie bars and place spacers. 
2. STATUTORY LEGISLATION 
See EC2 (5). 
229 
CD-05.04 BEAMS. 
CONTINUOUS LINTELS WITH VARIABLEDEPTH 
I 
See®®® 0 2+05+06 
01+02 02 02+05 
~ r~,,f.~ 
i Ii Ii 
02 
L4 
03+05+05 03+011+012 
03+05 03+012 
03 
lS01s 
51 1 
I 
0:r 03 
~ 106 
07 
0s 
® 
SECTION A-A 
09 
010 
s0I R=20or 
r1 I- 3.50 
® 
90° BEND 
230 
04+011+012 
04+012 
04 
I 
! 
Ls 
-11- 04 
I 011 
4012 
013 m 014 
R 
HOOK 
CD-05.04 
1. RECOMMENDATIONS 
r2 = 2.5 cm. 
r3 ~ cj>B. 
If the top of the beam is horizontal and exposed to rain or condensed water, r4 = 3 cm. 
rs ~ cj>2. 
NOTES 
2. See EC2, anchorage lengths, to determine when to use anchor type a, b or c at the end of the cj>1 reinforcing 
bar. 
3. See EC2 for the procedure to calculate L3• 
4. L4 is the lap length in the thicker of the cj>2 or cj>3 bars, L6 is the lap length in the thicker of the cj>3 or cj>4 bars and 
L7 is the lap length in the thicker of cj> 10 or cj> 14 bars. 
5. See EC2 for information on calculating anchorage lengths L5 and L8• 
6. Note that the web may need to be reinforced. 
7. The top of the beam is smoothed with a float or power float. 
8. See 1.2 and 1.3 for descriptions of how to tie bars and place spacers. 
2. STATUTORY LEGISLATION 
See EC2 (5). 
231 
CD-05.05 
( 
I-
® 
Construction 
4 A joint 
SECTION A-A 
BEAMS. 
STAGGERED LINTELS 
See@®® 
® 
Construction 
joint 
See@®® 
s0I R=20 or 
r1 ~ 3.50~---l 
® 
90° BEND 
232 
@ 
I 
I 
I 
I 
Lsm 
I 
R 
02+010+011 
012+010 
012 
0 013 
14---
HOOK 
CD-05.05 NOTES 
1. RECOMMENDATIONS 
1. See the notes for CD - 05.04. The following refers to the present CD only. 
2. See EC2, anchorage lengths, to determine when to use a, b or c at the end of the <j>2 , <j>1, <j>3 , <j>5 and <j>7 reinforc­
ing bars. 
3. See EC2 for information on calculating L3 and L4 • 
4. Note the construction joints in column 2. 
2. STATUTORY LEGISLATION 
See EC2 (5). 
233 
CD-05.06 
See details@@@) 
in CD-05.02 
ELEVATION 
PLAN 
(TOP 0 1 AND 0 2 REINFORCING BARS SHOWN 
ONLY) 
DETAIL A 
BEAMS. 
STEPPED LINTELS 
See details@®@) 
in CD-05.02 
See detail B 02+03 
234 
5 CIJJ.I 
05 
ELEVATION 
PLAN 
\~s 
(BOTTOM 0 4 AND 0 5 REINFORCING BARS 
SHOWN ONLY) 
DETAIL B 
CD - 05.06 NOTES 
1. RECOMMENDATIONS 
1. See the notes for CD - 05.04. The following refers to the present CD only. 
2. See EC2, anchorage lengths, to determine when to use a, b or c at the end of the <j>, <1>2 and <j>3 reinforcing 
bars. 
3. See EC2 for information on calculating L3 and L4 . 
4. L5, L6, L7 and L8 are the anchorage lengths for the <j>2, <j> 1, <j>5 and <j>4, bars respectively. 
5. Concrete is poured in the beam in the upward direction. 
2. STATUTORY LEGISLATION 
See EC2 (5). 
235 
BEAMS. 
EDGE SOFFIT BEAM 
CD - 05.07 
See detail A [----- 02 
j 01+04 01 
, 
\ I 
09+012 w --+- I I 
' 1s01~ ---~015 to s2 
I a~ 5 
' 014 
I 
4A 
011+014 
I 
' L3 Ls 
I 01 H 02 II 03 
04 05 07 
0s 0a 09 L4 010 
012 H I~ 011 013 
014 
ELEVATION 
Construction 
joint 
DETAIL A 
Cross-tie 
b 
SECTION A-A 
236 
L1 r--
l 
® 
R=20 or 
3.50 
® 
® 
~~/==J 
V)~ 
HOOK 90° BEND 
STIRRUPS 
CD-05.07 NOTES 
1. RECOMMENDATIONS 
1. r1 = 2.5 cm. 
1 4>1 
r2 ~ 
4>12 
l <Ps 
r3 ~ 
4>12 
r4 ~ 4>1· 
If the top is horizontal and exposed to rain or condensed water, r4 = 3 cm. 
r5 = 2.5 cm J 2 <1>1 
12<1>4 
2. See EC2, anchorage lengths, to determine when to use anchor type a, b or cat the end of the <j>1 and <j>4 
reinforcing bars. 
3. See EC2 for information on calculating length Lr 
4. L3 is the lap length in the thicker of the <j>1 or <j>2 bars, L4 is the lap length in the thicker of the <j>12 or <j>13 bars, L5 
is the lap length in the thicker of the <j>2 or <j>3 bars and L6 is the lap length in the thicker of the <j> 13 or <j>14 bars. 
5. The top of the beam is smoothed with a float or power float. 
6. See 1.2 and 1.3 for descriptions of how to tie bars and place spacers. 
2. STATUTORY LEGISLATION 
See EC2 (5). 
237 
CD-05.08 
See detail A 
I 
\ 
'f-
I 
I 
' 
I 
I 
' 
I 
04 
Construction 
joint 
01 
09 
012 
ls01~ 
to s1 
012 
4A 
05 
DETAIL A 
b 
SECTION A-A 
:-t h 
:_l_ 
BEAMS. 
INTERNAL SOFFIT BEAM 
H L3 
0s 
L4 010 1-1 
013 
ELEVATION 
STIRRUP 
ARRANGEMENT 
238 
02 
w 5 
014 
011+014_ 
Ls 
II 03 
07 
0s 
Pl 011 
014 
® 
R=20 or 
3.50 
® 
© 
HOOK 90° BEND 
CD-05.08 
1. RECOMMENDATIONS 
1. r1 =2.5 cm. 
r2 ~ <1>1· 
If the top is horizontal and exposed to rain or condensed water, r1 = 3 cm. 
l <1>9 
r3 ;::: 
<1>12 
1 <1>1 
r4 = 2.5 cm;::: 
<1>4 
NOTES 
2. See EC2, anchorage lengths, to determine when to use anchor type a, b or cat the end of the <1>1 and <j>4 
reinforcing bars. 
3. See EC2 for information on calculating length Lr 
4. L3 is the lap length in the thicker of the <1>1 or <1>2 bars, L4 is the lap length in the thicker of the <1> 12 or <j>13 bars, L5 
is the lap length in the thicker of the <1>2 or <j>3 bars and L6 is the lap length in the thicker of the <j> 13 or <j>14 bars. 
5. The top of the beam is smoothed with a float or power float. 
6. See 1.2 and 1.3 for descriptions of how to tie bars and place spacers. 
2. STATUTORY LEGISLATION 
See EC2 (5). 
239 
BEAMS. CD - 05.09 
SOFFIT BEAM-EDGE BEAM INTERSECTION (1 of 2) 
Construction 
joint 
See details®®@ 
--r--1~---d in CD-05.07 
A 
' 
' ' 
-j I~ cm 
h I s I s 
ELEVATION 
PLAN 
EDGE BEAM 
240 
Construction 
/ joint 
1Seedetails ® @@ 
~-'\~--.-; inCD-05.07 
-j f cm 
~ ~~:;;;;;;;::=~~]h 
' 
' - - - _J 
' 
h s s 
ELEVATION 
PLAN 
INTERNAL SOFFIT BEAM 
CD-05.09 NOTES 
1. RECOMMENDATIONS 
1. See CD - 05.07 and CD - 05.08 for details in general and cover dimensions. 
2. In special open stirrups, Lb is the lap length of the bar with the respective diameter. 
3. The top of the beam is smoothed with a float or power float. 
2. STATUTORY LEGISLATION 
See EC2 (5). 
241 
CD- 05.09 
End spacer 
' ' 
5 crnl r 
I I 
I 
I i\ I 
I \ I 
~ - - - - _J 
5cm-I ~ 
~ 
' 
PLAN 
BEAMS. 
SOFFIT BEAM-EDGE BEAM INTERSECTION (2 of 2) 
I\ 
Construction 
joint 
See details@®@ 
in CD-05.07-
5 cm 
--1 r-
~l~s-1~ 
ELEVATION ,,,-
. 
. 
Sc ml 
~ 
~ Special open stirru ps 
( ) 
' '-ti 
' ' 
f . 
~ 
I 
I 
' . 
I 
: I\ 
j~ \ 
5cm ~pecial o~en stirrup s 
PLAN 
INTERNAL SOFFIT BEAM EDGE SOFFIT BEAM 
242 
CD-05.09 NOTES 
1. RECOMMENDATIONS 
1. See CD - 05.07 and CD - 05.08 for details in general and cover dimensions. 
2. In special open stirrups, Lb is the lap length of the bar with the respective diameter. 
3. The top of the beam is smoothed with a float or power float. 
2. STATUTORY LEGISLATION 
See EC2 (5). 
243 
CD - 05.10 BEAMS. TRANSITION FROM INTERNAL SOFFIT 
BEAMS TO NORMAL BEAMS 
I 
I 
\ 
5cm 
I 
Lstl 
07 
0a 
013 
ELEVATION I~ 
04 01 06 ' I ()et>' ,-,- r I > ~ 
'-":_C\ \ lb --~-, I 
:1 
1 
J : 
-
I I I I 11 J><f I 1 I 
I I -\ _____ J 
L j v lb ' /',/ 
\01 05 ~ I 2b 
L .. ·--·-·- I 
PLAN - TOP REINFORCEMENT 
r2 
rt 
Ll_ 
'r3 
____ b1 _______ _j 
SECTION A-A 
90° BEND 
STIRRUPS 
h 
244 
~ 
SECTION B-B 
014 
03 
014 011 
I 1 
:1 :_J_ h 
' 
CD-05.10 NOTES 
1. RECOMMENDATIONS 
1. r1 = 2.5 cm 
1 4>1 
r2 2 
«1>5 
If the top of the beam is horizontal and exposed to rain or condensed water, r2 = 3 cm. 
r3 ;;:: 4>12 
2. See CD - 05.08 for anchorage and lap lengths. 
3. Stirrups of varying dimensions are needed in the transition area. 
4. The top of the beam is smoothed with a float or power float. 
5. See 1.2 and 1.3 for descriptions of how to tie bars and place spacers. 
2. STATUTORY LEGISLATION 
See EC2 (5). 
245 
CD-05.11 
I 
I 
\ 
;-
i 
I 
I 
90° BEND 
STIRRUPS 
~ 
I 
I\ 
I 
BEAMS. TRANSITION FROM EDGE SOFFIT 
BEAMS TO NORMAL BEAMS 
Ls 
02 
H 03 
07 
0s 
010 
013 011 014 
ELEVATION ~ 
07 
~ 
I ~ 
I r-..,~I 
lb I --P:-~ 
I I 111 i'l I I 
~ L3i 01+02 
2b ~ 
PLAN - TOP REINFORCEMENT 
h h 
SECTION A-A 
SECTION B-B 
246 
CD-05.11 NOTES 
1. RECOMMENDATIONS 
1. r1 = 2.5 cm. 
l <P1 
r2 ;:o: <P2 
<PsIf the top of the beam is horizontal and exposed to rain or condensed water, r2 = 3 cm. 
r3 ~ <P12· 
2. See EC2 for anchorage and lap lengths. 
3. Stirrups of varying dimensions are needed in the transition area. 
4. The top of the beam is smoothed with a float or power float. 
5. See 1.2 and 1.3 for descriptions of how to tie bars and place spacers. 
2. STATUTORY LEGISLATION 
See EC2 (5). 
247 
BEAMS. 
JOINT DETAILS 
CD-05.12 
~2 
ELEVATION A ELEVATION B 
PLANA PLAN B 
~3 
ELEVATION C SECTION A-A SECTION B-B SECTION C-C 
248 
CD - 05.12 NOTES 
1. RECOMMENDATIONS 
1. See CD - 05.01 to CD - 05.05 for general details. 
2. In solution A, the beam reinforcement bars must be shaped. 
3. The solutions of choice are B and C, the former in general and the latter for specific cases. 
4. See CD - 03.01 to CD - 03.12 for details on reinforcing bar arrangement in nodes. 
2. STATUTORY LEGISLATION 
See EC2 (5). 
3. RECOMMENDED ALTERNATIVE CODES 
See ACI 318-08 (22) and ACI (15). 
249 
CD-05.13 
' 
BEAMS. 
INDUSTRIALISED JOINT 
PERSPECTIVE 
~JI____,_ 
: 11 V II : 
I I 
-+ +----------------
I 
I 
I 
I 
il~===m1! 
/ 
~--------------~ ~------ --
: ll#===="i'i11 : 
I I 
f- " I I 
I I 
_l__ A I 
VIEW FROM A 
250 
CD-05.13 NOTES 
1. RECOMMENDATIONS 
1. This detail is applicable to highly industrialised systems, in which the 'cages' for each span are prepared in 
the shop (usually by welding the stirrups to the bars). It is taken from the CEB manual (45). 
2. Such systems provide for much speedier reinforcement assembly. 
2. SPECIFIC REFERENCES 
See CEB (45). 
251 
CD-05.14 BEAMS. 
CANTILEVERED BEAMS 
A 
01 r 01 204 
L2 ==1L1 
Drip 
l_.A 40mm 
5cm~ Ls cm 03 02 
Construction 
joint 
S acer 
SECTION A-A 
252 
CD-05.14 NOTES 
1. RECOMMENDATIONS 
1 . See CD - 05.01 and CD - 05.03 for general considerations. 
2. Members exposed to the elements should be fitted with a dripstone. 
3. r1 = 2.5 cm. 
If the top is horizontal and exposed to rain or condensed water, r1 = 3 cm. 
r2 ~ <1>1· 
r3 = 2.5 cm. 
r4 ~ <1>3 
rs J ;:>:<J>1 
1 ;:>: <1>3 
r6 = 2.5 cm ~ <1>1• 
4. If thick bars are used in short cantilevers, length L1 must be verified. 
5. L2 is the lap length of the thicker of the <j>2 or <j>3 bars. 
6. The top of the beam is smoothed with a float or power float. 
2. STATUTORY LEGISLATION 
See EC2 (5). 
253 
CD-05.15 
® 
,.., 
n=6 
(a) 
Positive 
moments 
BEAMS. ARRANGEMENT OF REINFORCEMENT AT 
CROSS-SECTION 
® © 
CROSS-SECTIONAL VARIATIONS 
n=9 n = 12 
USE OF BUNDLES 
Off cuts 
r-
(b) 
Negative 
moments 
o - Bars 
• - Wires 
Off cuts 
r--·---~ 
n = 18 
Spacer 
USE OF WELDED-WIRE MESH 
IN PLACE OF STIRRUPS 
BEAM SUPPORTING THE OUTER 
LAYER OF FACADE ENCLOSURES 
TO REDUCE THERMAL BRIDGES 
254 
CD-05.15 NOTES 
1. RECOMMENDATIONS 
1. See CD - 05.01 to CD - 05.03 for cover dimensions and associated details. 
2. Note that where bundles are used, while the cover dimension is determined in terms of the equivalent diam­
eter, the cover must actually be measured from the outermost bar in the bundle. 
2. STATUTORY LEGISLATION 
See EC2 (5). 
255 
CD-05.16 
TYPEG) 
TYPE® 
BEAMS. 
CONTRACTION JOINTS 
2 
lrnax 
[]] 
. 
h 
' b I 
f I 
POSITION: Points with a nil (or very small) bending moment 
SLANT: ::::45° 
EXECUTION: For b::; 30 cm, the natural slope is::::: 45°. 
For b > 30 cm, form with galvanised welded 
wire with mesh size under 20 mm or galvanised 
metal lath, at a 45° angle 
FINISH: Natural roughness 
POSITION: Points with nil (or very small) shear 
SLANT: Vertical 
EXECUTION: Form with galvanised welded wire with mesh size 
under 20 mm or galvanised metal lath 
DISTANCE (Lmax) BETWEEN JOINTS 
TYPE OF SEASON OF YEAR 
CLIMATE WARM COLD 
DRY 16 m 20m 
HUMID 20m 24m 
256 
CD-05.16 NOTES 
1. RECOMMENDATIONS 
1. AR. The suggested times for keeping contraction joints open are listed in the chart below. 
Cement content, C SUMMER WINTER 
C ~ 250 kg/m3 3days 2 days 
250 < C ~ 400 kg/m3 4days 3days 
C > 400 kg/m3 MUST BE STUDIED MUST BE STUDIED 
Construction joints need not be left open for any specified time. 
2. Two joints may be set close to one another (providing they are in positions 1 or 2) while concrete pour­
ing continues. The area left open would subsequently be filled in as per the preceding recommendation. 
A second option is simply to interrupt concrete pouring during the times specified. (This applies to contrac­
tion joints.) 
3. Note the specifications for architectural concrete to prevent rough edges from forming (see CD - 05.17). 
2. SPECIFIC REFERENCES 
See (14), Vol. I, pages 502 to 522. 
257 
CD-05.17 
Slats nailed to 
thesides I 
BEAMS WITH ARCHITECTURAL CONCRETE. 
CONTRACTION JOINTS AND CONSTRUCTION JOINTS 
ARCHITECTURAL CONCRETE VARIATIONS 
TYPE CD JOI NT 
ELEVATION SECTION A-A 
ELEVATION 
\_Slat nailed to bottom 
of form 
TYPE ®JOINT 
SECTION B-B 
Slats nailed to 
the sides Wire mesh or metal lath 
ELEVATION 
1. 
c 
ELEVATION Slat nailed to bottom 
of form 
SECTION C-C 
258 
CD-05.17 NOTES 
1. RECOMMENDATIONS 
1. AR. The suggested times for keeping contraction joints open are listed in the chart below. 
Cement content, C SUMMER WINTER 
C ~ 250 kg/m3 3days 2 days 
250 < C ~ 400 kg/m3 4days 3days 
C > 400 kg/m3 MUST BE STUDIED MUST BE STUDIED 
Construction joints need not be left open for any specified time. 
2. Two joints may be set close to one another (providing they are in positions 1 or 2 (see CD - 05.16)) while 
concrete pouring continues. The area left open would subsequently be filled in as per the preceding recom­
mendation. A second option is simply to interrupt concrete pouring during the times specified. (This applies 
to contraction joints.) 
3. Note the specifications for architectural concrete to prevent rough edges from forming. 
2. SPECIFIC REFERENCES 
See (14), Vol. I, pages 502 to 522. 
259 
Group 06 
Slabs, ribbed slabs and precast slabs with 
beam-block and hollow core floor systems 
CD-06.01 
SLABS. GENERAL TYPES: LONGITUDINAL AND 
CROSS-SECTIONS 
SOLID SLAB 
I I 
I \ 
I \ 
r)-~--~..___'-----i 
t I 02 Spacer Spacer 
LONGITUDINAL SECTION 
RIBBED SLAB 
02 
LONGITUDINAL SECTION 
BEAM-BLOCK FLOOR SYSTEM 
(SELF-SUPPORTING JOIST) 
LONGITUDINAL SECTION 
BEAM-BLOCK FLOOR SYSTEM 
(SEMI-SELF-SUPPORTING JOIST) 
LONGITUDINAL SECTION 
NOTE: See CD-05.16 for contraction joints 
262 
Chair 
CROSS-SECTION 
CROSS-SECTION 
CROSS-SECTION 
CROSS-SECTION 
CD- 06.01 
1. RECOMMENDATIONS 
1. r1 = 2.5 cm. 
r1 2 $1. 
If the top is horizontal and exposed to rain or condensed water, r1 = 3 cm. 
r2 = 2.5 cm. 
r3 { 2 $2 
21.4 $5 
r4 = 2.5 cm. 
r5 = 2.5 cm. 
r6 = 2.5 cm. 
If the top is horizontal and exposed to rain or condensed water, r6 = 3 cm. 
r7 = 2.5 cm. 
2. The top is smoothed with a float or power float. 
3. See 1.2 and 1.3 for descriptions of how to tie bars and place spacers. 
NOTES 
4. The detail for contraction joints is CD - 05.16. In slabs, the joint is usually as specified in type 1. 
2. STATUTORY LEGISLATION 
See EC2 (5). 
3. SPECIFIC REFERENCES 
See {30) and (31). 
263 
CD-06.02 
SOLID SLAB. CONNECTION TO BRICK WALLAND 
CONCRETE BEAMS 
30 mm 0drip if 
exposed to rain 
CD END REINFORCEMENT 
IN CANTILEVER 
See@@@ 
Lacing course axis 
~ 40a 
, 04s at 20 cm 
03 
<J) SUPPORT ON EDGE 
SOFFIT BEAM 
End 
spacer 
End 
spacer 
@ 
264 
4 cm~ 30mm0dripif 
exposed to rain 
@ EDGE REINFORCEMENT 
ON FREE SIDE 
@) SUPPORT ON INSIDE WALL 
@ SUPPORT ON INTERNAL 
CONCRETE BEAM 
~ 
90° BEND 
CD-06.02 
1. RECOMMENDATIONS 
1. See CD - 06.01 for the general arrangement. 
2. See CD - 05.01 to CD - 05.14 for the concrete cover in beams and lacing courses. 
3. r1 = 2.5 cm. 
If the top is horizontal and exposed to rain or condensed water, r1 = 3 cm. 
r2 = 2.5 cm z lj>2 • 
r3 = 2.5 cm z lj>1• 
r4 = 2.5 cm z lj>3 . 
NOTES 
4. See EC2, anchorage lengths, to calculate L1and L2 and to determine when to use a, b, c, d, e or f for anchor­
ing the 4> 1 bars, and to calculate L1 and L2• 
5. L3 is calculated bearing in mind the following. 
The force, T, at the beginning of the anchor (Figure (a)) is in equilibrium with Figure (b). 
Figure (a) Figure (b) 
where eb is the anchorage length in the 4>2 bar. 
6. For negative moments (interior supports), L4 is calculated as follows. 
Figure (c) 
(Md is the design moment at the interior support.) 
7. The top is smoothed with a float or power float. 
8. See 1.2 and 1.3 for descriptions of how to tie bars and place spacers. 
2. STATUTORY LEGISLATION 
See EC2 (5). 
3. RECOMMENDED ALTERNATIVE CODES 
See(31). 
4. SPECIFIC REFERENCES 
See (14). 
265 
(Shear friction with p = 1) 
CD-06.03 
RIBBED SLAB. CONNECTION TO BRICK WALL 
AND CONCRETE BEAMS 
G) END REINFORCEMENT IN 
CANTILEVER 
See@@© 
Ends acer 
~_.,,----i~ min.5cm 
@ SUPPORT ON OUTSIDE WALL 
See@@© 
@ SUPPORT ON EDGE 
CONCRETE BEAM 
See@@CD 
----1 ~Column's axis 
/--l' 01 
(J) SUPPORT ON EDGE 
SOFFIT BEAM 
End 
spacer 
30 mm 121 drip if 
exposed to rain 0 1 and 0 2 may not be smaller 
than ordinary ribs 
@ EDGE REINFORCEMENT 
ON FREE SIDE 
40a 
@) SUPPORT ON INSIDE WALL 
@ SUPPORT ON INTERNAL 
CONCRETE BEAM 
02 02 
@ SUPPORT ON INTERNAL 
SOFFIT BEAM 
~ 
~ 
~/);/); 
~L20 
HOOK 
90° BEND 
266 
CD-06.03 
1. RECOMMENDATIONS 
1. See CD - 06.01 for the general arrangement. 
2. See CD - 05.01 to CD - 05.14 for the concrete cover in beams and lacing courses. 
3. r1 = 2.5 cm 2 <j> 1 . 
If the top is horizontal and exposed to rain or condensed water, r1 = 3 cm. 
r2 = 2.5 cm 2 <j>2. 
r3 = 2.5 cm 2 <j>1• 
r4 = 2.5 cm 2 <j>3 • 
NOTES 
4. See EC2, anchorage lengths, to calculate L1 and L2 and to determine when to use a, b, c, d, e or f for anchor-
ing the <1> 1 bars. 
5. To calculate L3 , see Recommendation 5 in CD - 06.02. 
6. To calculate L4 , see Recommendation 6 in CD - 06.02. 
7. The top is smoothed with a float or power float. 
8. See 1.2 and 1.3 for descriptions of how to tie bars and place spacers. 
2. STATUTORY LEGISLATION 
See EC2 (5). 
3. RECOMMENDED ALTERNATIVE CODES 
See(31). 
4. SPECIFIC REFERENCES 
See (14) pages 487 to 516. 
267 
CD-06.04 
SLABS WITH SELF-SUPPORTING 
REINFORCED CONCRETE JOISTS. 
CONNECTIONS TO BRICK WALL 
min.20s 
~~~{Th 
h 4 cm_µ_ l 30 mm 0 drip if h 4 c~ l 30 mm 0 drip if 
2 1:10 cmL exposed to rain 2 1:10 cm L exposed to rain 
CD END REINFORCEMENT IN ® EDGE REINFORCEMENT ON 
CANTILEVER FREE SIDE 
Lacing course axis r 40s 
04s at20 cm 
in CD-06.02 
~ 
@ SUPPORT ON OUTSIDE 
WALL (Solution I) 
~ Lacing course axis 
, 40s 
I 04s at 20 cm 
_......,.___--+-+,.,,._ 0s 
I~ 
@ SUPPORT ON OUTSIDE 
WALL (Solution II) 
® 
Us Us 
2 2 
CROSS-SECTION THROUGH 
SOLID CONCRETE AREA 
(CASES (j) AND@) 
r1 
268 
40s 
~ ~ 
© SUPPORT ON INSIDE 
WALL (Solution I) 
40s 
--- -
min.5cm 
~ ~ 
® SUPPORT ON INSIDE 
WALL (Solution II} 
@ SUPPORT ON INSIDE 
WALL (Solution Ill) 
6& 
~o'>J"> 
ijl20 ~ 
HOOK 90° BEND 
~r6 
CD-06.04 
1. RECOMMENDATIONS 
1. See CD - 06.01 for the general arrangement. 
2. See CD - 05.01 to CD - 05.14 for the concrete cover in beams and lacing courses. 
3. r3 = 2.5 cm ?: <Pr 
r4 = 2.5 cm ?: <j>8 • 
r6 = 2.5 cm ?: <Pr 
If the top is horizontal and exposed to rain or condensed water, r6 = 3 cm. 
r7 = 2.5 cm?:: ~a· 
Ls is the lap length of the joist reinforcing bar. 
NOTES 
4. See Recommendation 4 in CD - 06.02 to calculate L1 and L2 and to determine when to use a, b or c for an-
choring the <j> 7 bars. 
5. To calculate L3 , see Recommendation 5 in CD - 06.02. 
6. To calculate L4 , see Recommendation 6 in CD - 06.02. 
7. The top is smoothed with a float or power float. 
8. See 1.2 and 1.3 for descriptions of how to tie bars and place spacers. 
9. In cases 7 and 8, special attention must be paid to spacer positioning to hold the pieces of anchorage bar 
in place during concrete pouring (detail (g)). A practical solution is shown in Figure (a) below. 
C-------~ 
Figure (a) 
2. STATUTORY LEGISLATION 
See EC2 (5). 
3. RECOMMENDED ALTERNATIVE CODES 
See (31). 
4. SPECIFIC REFERENCES 
See (14) pages 487 to 516. 
269 
~?rs0 
~ 
CD-06.05 
SLABS WITH SELF-SUPPORTING 
REINFORCED CONCRETE JOISTS. 
CONNECTIONS TO REINFORCED CONCRETE BEAMS 
G) EDGE CONNECTION WITH 
REINFORCED CONCRETE BEAM 
(Solution I) 
@ EDGE CONNECTION WITH 
REINFORCED CONCRETE BEAM 
(Solution II) 
End spacer 
See ®@© ~'N: ~~~;;;;;i;;;;;;;;;;;;;;;;t;;;;;~~~~~ 
in CD-06.02 \. 
@ EDGE CONNECTION WITH 
REINFORCED CONCRETE BEAM 
(Solution Ill) 
® 
Us 
2 
CROSS-SECTION THROUGH 
SOLID CONCRETE AREA 
(CASES @AND@ 
270 
Spacer 
(g) INTERNAL CONNECTION WITH 
REINFORCED CONCRETE BEAM 
(Solution I) 
@)INTERNAL CONNECTION WITH 
REINFORCED CONCRETE BEAM 
(Solution II) 
@ INTERNAL CONNECTION WITH 
REINFORCED CONCRETE BEAM 
(Solution Ill) 
~ 
~o~~ 
HOOK 90° BEAM 
CD- 06.05 
1. RECOMMENDATIONS 
1. See CD - 06.01 for the general arrangement. 
2. See CD - 05.01 to CD - 05.14 for the concrete cover in beams and tie beams. 
3. r3 = 2.5 cm 2 <l>r 
r6 = 2.5 cm 2 <l>r 
If the top is horizontal and exposed to rain or condensed water, r6 = 3 cm. 
r7 = 2.5 cm 2 <1>8 • 
L. is the lap length of the joist reinforcing bar. 
NOTES 
4. See EC2, anchorage lengths, to calculate L, and L2 and to determine when to use a, b or c for anchoring the 
<1>7 bars. 
5. To calculate L3, see Recommendation 5 in CD - 06.02. 
6. To calculate L4 , see Recommendation 6 in CD - 06.02. 
7. The top is smoothed with a float or power float. 
8. See 1.2 and 1.3 for descriptions of how to tie bars and place spacers. 
9. In cases 5 and 6, special attention must be paid to spacer positioning to hold the pieces of anchorage bar in 
place during concrete pouring (detail (g)). See Recommendation 9 in CD - 06.04 for an alternative solution. 
2. STATUTORY LEGISLATION 
See EC2 (5). 
3. RECOMMENDED ALTERNATIVE CODES 
See {31 ). 
4. SPECIFIC REFERENCES 
See (14) pages 487 to 516. 
271 
CD-06.06 
SLABS WITH SELF-SUPPORTING 
REINFORCED CONCRETE JOISTS. 
CONNECTIONS TO SOFFIT BEAMS 
Spacer 
in CD-06.02 
G) CONNECTION TO CONCRETE 
EDGE SOFFIT BEAM 
(Solution I) 
in CD-06.02 
@ CONNECTION TO CONCRETE 
EDGE SOFFIT BEAM 
(Solution 11) 
in CD-06.02 
@ CONNECTION TO CONCRETE 
EDGE SOFFIT BEAM 
(Solution 111) 
Us 
2 
Us 
2 HOOK 
® 
CROSS-SECTION THROUGH 
SOLID CONCRETE AREA 
(CASES@AND @) 
272 
See@ 
@ CONNECTION TO CONCRETE 
INTERNAL SOFFIT BEAM 
(Solution I) 
@ CONNECTION TO CONCRETE 
INTERNAL SOFFIT BEAM 
(Solution II) 
Solid 
concrete 
Solid 
concrete 
I I I Jrs 
~r7 
L4I II Lsjkcm 
@ CONNECTION TO CONCRETE 
INTERNAL SOFFIT BEAM 
(Solution Ill) 
Stirrups 
90° BEND 3±1cmLJ LJ3±1cm 
® 
(CASES G) AND@) 
CD-06.06 
1. RECOMMENDATIONS 
1. See CD - 06.01 for the general arrangement. 
2. See CD - 05.01 to CD - 05.14 for the concrete cover in beams and lacing courses. 
3. r3 = 2.5 cm 2 <l>r 
r6 = 2.5 cm 2 <l>r 
If the top is horizontal and exposed to rain or condensed water, r6 = 3 cm. 
r7 = 2.5 cm 2 <j>8• 
L5 is the lap length of the joist reinforcing bar. 
NOTES 
4. See EC2, anchorage lengths, to calculate L1 and L2 and to determine when to use d, e or f for anchoring the 
<j>7 bars. 
5. To calculate L3, see Recommendation 5 in CD - 06.02. 
6. To calculate L4 , see Recommendation 6 in CD - 06.02. 
7. The top is smoothed with a float or power float. 
8. See 1.2 and 1 .3 for descriptions of how to tie bars and place spacers. 
9. In cases 5 and 6, special attention must be paid to spacer positioning to hold the pieces of anchorage bar in 
place during concrete pouring (detail (g)). See Recommendation 9 in CD - 06.04 for an alternative solution. 
10. Note that in cases 1 and 2, the stirrups in the soffit beam must be positioned so that each joist has one on 
each side, as shown in detail (h). 
2. STATUTORY LEGISLATION 
See EC2 (5). 
3. RECOMMENDED ALTERNATIVE CODESSee (31). 
4. SPECIFIC REFERENCES 
See (14) pages 487 to 516. 
273 
CD-06.07 
SLABS WITH SELF-SUPPORTING 
PRESTRESSED CONCRETE JOISTS. 
CONNECTIONS TO BRICK WALL 
h 30 mm 0 drip if 4cme 
2 <10 cm exposed to rain 
CD TIP REINFORCEMENT IN 
CANTILEVER 
End spacer 
U 10cm 
@ SUPPORT ON OUTSIDE 
WALL (Solution I) 
r---_ Lacing course axis 
I 40s 
End spacer 04s at 20 cm 
See@@© 
L':2l 
@ SUPPORT ON OUTSIDE 
WALL (Solution II) 
Lacing course axis 
~ 40s 
End spacer ' 04s at 20 cm 
,---++----'r+ffl- Solid concrete 
0a rs 
See@@© 
in CD-06.02 
Us Us 
2 Us 2 
® 
CROSS-SECTION THROUGH 
SOLID CONCRETE AREA 
(CASES ([) AND @) 
274 
min.20a 
30 mm 0 drip if 
exposed to rain 
EDGE REINFORCEMENT 
ON FREE SIDE 
5 cm W (..___j 5 cm 
@) SUPPORT ON INSIDE 
WALL (Solution I) 
~~ 
@ SUPPORT ON INSIDE 
WALL (Solution II) 
@ SUPPORT ON INSIDE 
WALL (Solution Ill) 
.S-e-
~000 
HOOK 90° BEND 
CD-06.07 
1. RECOMMENDATIONS 
1. See CD - 06.01 for the general arrangement. 
2. See CD - 05.01 to CD-05.14 for the concrete cover in beams and lacing courses. 
3. r3 = 2.5 cm 2 <l>r 
r4 = 2.5 cm 2 <j>6• 
r6 = 2.5 cm 2 <l>r 
If the top is horizontal and exposed to rain or condensed water, r6 = 3 cm. 
r7 = 2.5 cm 2 <j>8• 
L. is the lap length of the joist reinforcing bar. 
NOTES 
4. See EC2, anchorage lengths, to calculate L1 and L2 and to determine when to use a, b or c for anchoring the 
<j>7 bars. 
5. To calculate L3 , see Recommendation 5 in CD - 06.02. 
6. To calculate L4 , see Recommendation 6 in CD - 06.02. 
7. The top is smoothed with a float or power float. 
8. See 1.2 and 1.3 for descriptions of how to tie bars and place spacers. 
9. In cases 7 and 8, special attention must be paid to spacer positioning to hold the pieces of anchorage bar in 
place during concrete pouring (detail (g)). See Recommendation 9 in CD - 06.04 for an alternative solution. 
2. STATUTORY LEGISLATION 
See EC2 (5). 
3. RECOMMENDED ALTERNATIVE CODES 
See (31). 
4. SPECIFIC REFERENCES 
See (14) pages 487 to 516. 
275 
CD-06.08 
SLABS WITH SELF-SUPPORTING 
PRESTRESSED CONCRETE JOISTS. 
CONNECTIONS TO REINFORCED CONCRETE BEAMS 
G) CONNECTION TO REINFORCED 
CONCRETE EDGE BEAM 
(Solution I) 
End spacer 
@ CONNECTION TO REINFORCED 
CONCRETE EDGE BEAM 
(Solution II) 
End spacer -0e 
Ntj;;~;;;;;;~~;;;;;;;;;~~ Jr5 
See _@@_@Lll. 0r7 
in CD-06.02 . 
@ CONNECTION TO REINFORCED 
CONCRETE EDGE BEAM 
(Solution Ill) 
Us 
2 
® 
Us 
2 
CROSS-SECTION THROUGH 
SOLID CONCRETE AREA 
(CASES@AND@) 
276 
® CONNECTION TO REINFORCED 
CONCRETE INTERNAL BEAM 
(Solution I) 
-07 
rrp ~~-"""-~-----~4 r5 
L4 
Spacer 
@ CONNECTION TO REINFORCED 
CONCRETE INTERNAL BEAM 
(Solution II) 
@ CONNECTION TO REINFORCED 
CONCRETE INTERNAL BEAM 
(Solution 111) 
HOOK 90° BEND 
CD-06.08 
1. RECOMMENDATIONS 
1. See CD - 06.01 for the general arrangement. 
2. See CD - 05.01 to CD - 05.14 for the concrete cover in beams and lacing courses. 
3. r3 = 2.5 cm~ 4>r 
r6 = 2.5 cm~ 4>r 
If the top is horizontal and exposed to rain or condensed water, r6 = 3 cm. 
r7 = 2.5 cm ~ lj>8 . 
L. is the lap length of the joist reinforcing bar. 
NOTES 
4. See EC2, anchorage lengths, to calculate L1 and L2 and to determine when to use a, b or c for anchoring the 
lj>7 bars. 
5. To calculate L3 , see Recommendation 5 in CD - 06.02. 
6. To calculate L4 , see Recommendation 6 in CD - 06.02. 
7. The top is smoothed with a float or power float. 
8. See 1.2 and 1.3 for descriptions of how to tie bars and place spacers. 
9. In cases 5 and 6, special attention must be paid to spacer positioning to hold the pieces of anchorage bar in 
place during concrete pouring {detail (g)). See Recommendation 9 in CD - 06.04 for an alternative solution. 
2. STATUTORY LEGISLATION 
See EC2 (5). 
3. RECOMMENDED ALTERNATIVE CODES 
See (31). 
4. SPECIFIC REFERENCES 
See (14) pages 487 to 516. 
277 
CD-06.09 
SLABS WITH SELF-SUPPORTING 
PRESTRESSED CONCRETE JOISTS. 
CONNECTIONS TO SOFFIT BEAMS 
See@@CD 
in CD-06.02 
Spacer 
G) CONNECTION TO CONCRETE 
EDGE SOFFIT BEAM 
(Solution I) 
Spacer 
in CD-06.02 
@ CONNECTION TO CONCRETE 
EDGE SOFFIT BEAM 
(Solution II) 
See ®@CDT I 
in CD-06.02 
@ CONNECTION TO CONCRETE 
EDGE SOFFIT BEAM 
(Solution Ill) 
Us Us 
2 2 HOOK 
® 
CROSS-SECTION THROUGH 
SOLID CONCRETE AREA 
(CASES@ AND@) 
278 
See@ 
@ CONNECTION TO CONCRETE 
INTERNAL SOFFIT BEAM 
(Solution I) 
@ CONNECTION TO CONCRETE 
INTERNAL SOFFIT BEAM 
(Solution II) 
@ CONNECTION TO CONCRETE 
INTERNAL SOFFIT BEAM 
(Solution 111) 
Stirrups 
90° BEND 3 ± 1 cm LJ LJ 3 ± 1 cm 
® 
(CASES CD AND@) 
CD-06.09 
1. RECOMMENDATIONS 
1. See CD - 06.01 for the general arrangement. 
2. See CD - 05.01 to CD - 05.14 for the concrete cover in beams and lacing courses. 
3. r3 = 2.5 cm ~ <l>r 
r6 = 2.5 cm ~ <l>r 
If the top is horizontal and exposed to rain or condensed water, r6 = 3 cm. 
L. is the lap length of the joist reinforcing bar. 
r7 = 2.5 cm~ <j>8• 
NOTES 
4. See EC2, anchorage lengths, to calculate L1 and L2 and to determine when to used, e or f for anchoring the 
<j>7 bars. 
5. To calculate L3 , see Recommendation 5 in CD - 06.02. 
6. To calculate L4 , see Recommendation 6 in CD - 06.02. 
7. The top is smoothed with a float or power float. 
8. See 1.2 and 1 .3 for descriptions of how to tie bars and place spacers. 
9. In cases 5 and 6, special attention must be paid to spacer positioning to hold the pieces of anchorage bar in 
place during concrete pouring (detail (g)). See Recommendation 9 in CD - 06.04 for an alternative solution. 
10. Note that in cases 1 and 2, the stirrups in the soffit beam must be positioned so that each joist has one on 
each side, as shown in detail (h). 
2. STATUTORY LEGISLATION 
See EC2 (5). 
3. RECOMMENDED ALTERNATIVE CODES 
See(31). 
4. SPECIFIC REFERENCES 
See (14) pages 487 to 516. 
279 
CD-06.10 
SLABS WITH SEMI-SELF-SUPPORTING 
REINFORCED CONCRETE JOISTS. 
CONNECTIONS TO BRICK WALL 
h 4c~ 30mm121dripif 
2 .;: 1 o cm L exposed 10 rain 
G) TIP REINFORCEMENT IN 
CANTILEVER 
1 _,,Lacing course axis 
: 40a 
End spacer 04s at 20 cm 
0a 
t::Pt~~~;;;;;;;;;t;;;;;~t;;;;;;.~4r a 
See®@© 
in CD-06.02 
I~ 
@ SUPPORT ON OUTSIDE 
WALL (Solution I) 
I'--- Lacing course axis 
I 40s 
End spacer 04s at 20 cm 
See®@© 
in CD-06.02 
~ 
0s 
@ SUPPORT ON OUTSIDE 
WALL (Solution II) 
Lacing course axis 
~ 40a 
End spacer ' 04s at 20 cm 
~+.i---++HI- Solid concrete 
0 r6 
See@@@ 
in CD-06.02 
1---1~+--tl Ls 
i~ 
(J) SUPPORT ON OUTSIDE 
WALL (Solution Ill) 
Us Us 
2 Us 2 
CD 
CROSS-SECTION THROUGH 
SOLID CONCRETE AREA 
(CASES <J) AND @) 
4 c~ "I 30 mm 121 drip if 
~ <10 cmL exposed to rain 
280 
@ EDGE REINFORCEMENT ON 
FREE SIDE 
40a 
04s at 20 cm 
~~ 
@ SUPPORT ON INSIDE 
WALL (Solution I) 
~~ 
@ SUPPORT ON INSIDE 
WALL (Solution II) 
@ SUPPORT ON INSIDE 
WALL (Solution Ill) 
Se 
~<lO,,,.,, 
ijl20 ~ 
HOOK 90° BEND 
07 
CD- 06.10 
1. RECOMMENDATIONS 
1 . See CD - 06.01 for the general arrangement. 
2. See CD - 05.01 to CD - 05.14 for the concrete cover in beams and lacing courses. 
3. r3 = 2.5 cm z <Pr 
r4 = 2.5 cm z <Pa· 
r6 = 2.5 cm z <Pr 
r7 = 2.5 cm z <Pa· 
If the top is horizontal and exposed to rain or condensed water, r6 = 3 cm. 
L5 is the lap length of the joist reinforcing bar. 
NOTES 
4. See EC2, anchorage lengths, to calculate L1 and L2 and to determine when to use a, b or c for anchoring the 
<j>7 bars. 
5. To calculate L3, see Recommendation 5 in CD - 06.02. 
6. To calculate L4 , see Recommendation 6 in CD - 06.02. 
7. The top is smoothed with a float or power float. 
8. See 1.2 and 1.3 for descriptions of how to tie bars and place spacers. 
9. In cases 7 and 8, special attention must be paid to spacer positioning to hold the pieces of anchorage bar in 
place during concrete pouring (detail U)). See Recommendation 9 in CD - 06.04 for an alternative solution. 
2. STATUTORY LEGISLATION 
See EC2 (5). 
3. RECOMMENDED ALTERNATIVECODES 
See (31). 
4. SPECIFIC REFERENCES 
See (14) pages 487 to 516. 
281 
CD-06.11 
SLABS WITH SEMI-SELF-SUPPORTING 
REINFORCED CONCRETE JOISTS. 
CONNECTIONS TO CONCRETE BEAMS 
G) CONNECTION TO REINFORCED 
CONCRETE EDGE BEAM 
(Solution I) 
End spacer 
See@@© ~H: ;;+;;;;;;;;;;;;;;;;;;;~~;;;;;;.~~~~~ 
in CD-06.02 l. 
@ CONNECTION TO REINFORCED 
CONCRETE EDGE BEAM 
(Solution II) 
Spacer 
@ CONNECTION TO REINFORCED 
CONCRETE EDGE BEAM 
(Solution Ill) 
CD 
Us Us 
2 2 
CROSS-SECTION THROUGH 
SOLID CONCRETE AREA 
(CASES@ AND@ 
282 
07 
r +~ ~;;;;;;;;;;l=;;;;;;;;;;;;;;;;;;;;;;;;;;;;t;;;;;;;;;;;;~=f r5 
Spacer 
@ CONNECTION TO REINFORCED 
CONCRETE INTERNAL BEAM 
(Solution I) 
Spacer 
@ CONNECTION TO REINFORCED 
CONCRETE INTERNAL BEAM 
(Solution 11) 
@ CONNECTION TO REINFORCED 
CONCRETE INTERNAL BEAM 
(Solution 111) 
HOOK 90° BEND 
CD-06.11 
1. RECOMMENDATIONS 
1. See CD - 06.01 for the general arrangement. 
2. See CD - 05.01 to CD- 05.14 for the concrete cover in beams and lacing courses. 
3. r3 = 2.5 cm 2 <l>r 
r6 = 2.5 cm 2 <l>r 
If the top is horizontal and exposed to rain or condensed water, r6 = 3 cm. 
r7 = 2.5 cm 2 <j>8• 
L5 is the lap length of the joist reinforcing bar. 
NOTES 
4. See EC2, anchorage lengths, to calculate L1 and L2 and to determine when to use a, b or c for anchoring the 
cji7 bars. 
5. To calculate L3 , see Recommendation 5 in CD - 06.02. 
6. To calculate L4 , see Recommendation 6 in CD - 06.02. 
7. The top is smoothed with a float or power float. 
8. See 1.2 and 1.3 for descriptions of how to tie bars and place spacers. 
9. In cases 5 and 6, special attention must be paid to spacer positioning to hold the pieces of anchorage bar in 
place during concrete pouring (detail 0)). See Recommendation 9 in CD - 06.04 for an alternative solution. 
2. STATUTORY LEGISLATION 
See EC2. 
3. RECOMMENDED ALTERNATIVE CODES 
See (31 ). 
4. SPECIFIC REFERENCES 
See (14) pages 487 to 516. 
283 
CD-06.12 
SLABS WITH SEMI-SELF-SUPPORTING 
REINFORCED CONCRETE JOISTS. 
CONNECTIONS TO SOFFIT BEAMS 
r3_...___._._ 
End spacer · 
\~~~~~~~ 
See@@CD( 
in CD-06.02 
G) CONNECTION TO CONCRETE 
EDGE SOFFIT BEAM 
(Solution I) 
See@@CD 
in CD-06.02 
@ CONNECTION TO CONCRETE 
EDGE SOFFIT BEAM 
(Solution II) 
@ CONNECTION TO CONCRETE 
EDGE SOFFIT BEAM 
(Solution Ill) 
Us Us 
2 2 
HOOK 
CROSS-SECTION THROUGH 
SOLID CONCRETE AREA 
(CASES@ AND@) 
284 
® CONNECTION TO CONCRETE 
INTERNAL SOFFIT BEAM 
(Solution I) 
@ CONNECTION TO CONCRETE 
INTERNAL SOFFIT BEAM 
(Solution II) 
Solid Solid 
concrete concrete 
I 0%0a 01~1 I 
fl •' w;1°" >,~J" "*~t: 
2c~LJL4 L4LJ~cm 
@ CONNECTION TO CONCRETE 
INTERNAL SOFFIT BEAM 
(Solution Ill) 
Stirrups 
90° BEND 3 ± 1 cmJl J_8 ± 1 cm 
® 
(CASES CD AND@) 
CD- 06.12 
1. RECOMMENDATIONS 
1. See CD - 06.01 for the general arrangement. 
2. See CD - 05.01 to CD - 05.14 for the concrete cover in beams and lacing courses. 
3. r3 = 2.5 cm z <Pr 
r6 = 2.5 cm 2 <Pr 
If the top is horizontal and exposed to rain or condensed water, r6 = 3 cm. 
r7 = 2.5 cm 2 <j>8 . 
L. is the lap length of the joist reinforcing bar. 
NOTES 
4. See EC2, anchorage lengths, to calculate L1 and L2 and to determine when to use d, e or f for anchoring the 
<j>7 bars. 
5. To calculate L3 , see Recommendation 5 in CD - 06.02. 
6. To calculate L4, see Recommendation 6 in CD - 06.02. 
7. The top is smoothed with a float or power float. 
8. See 1.2 and 1.3 for descriptions of how to tie bars and place spacers. 
9. In cases 5 and 6, special attention must be paid to spacer positioning to hold the pieces of anchorage bar in 
place during concrete pouring (detail G)). See Recommendation 9 in CD - 06.04 for an alternative solution. 
10. Note that in cases 1 and 2, the stirrups in the soffit beam must be positioned so that each joist has one on 
each side, as shown in detail (k). 
2. STATUTORY LEGISLATION 
See EC2 (5). 
3. RECOMMENDED ALTERNATIVE CODES 
See (31). 
4. SPECIFIC REFERENCES 
See (14) pages 487 to 516. 
285 
CD-06.13 
SLABS WITH SEMI-SELF-SUPPORTING 
REINFORCED CONCRETE LATTICE JOISTS. 
CONNECTIONS TO BRICK WALL 
h 4 cm_µ_ 1 30 mm 0 drip if 
2<10 cmb exposed to rain 
(D TIP REINFORCEMENT IN 
CANTILEVER 
End spacer 
See@@© 
in CD-06.02 
_t=:~:::t::::L 
'~ 
@ SUPPO~T ON OUTSIDE 
WALL (Solution I) 
I-'- Lacing course axis 
' 40s 
I 04s at 20 cm 
See@@© 
in CD-06.02 
~ 
02 
@ SUPPORT ON OUTSIDE 
WALL (Solution II) 
Lacing course axis 
~ 40s 
End spacer 04s at 20 cm 
~->r1---++1-1r- Solid concrete 
0a r5 
See@@© 
in CD-06.02 
02 i~ 
(J) SUPPORT ON OUTSIDE 
WALL (Solution 111) 
Us Us 
2 Us 2 
CROSS-SECTION THROUGH 
SOLID CONCRETE AREA 
(CASES <J) AND @) 
r4 min.20a 
h 4 cm-+J_ l 30mm0dripif 
2<10 Cmfu exposed to rain 
286 
@ EDGE REINFORCEMENT 
ON FREE SIDE 
40s 
04s at 20 cm 
07 
~;;;;;;;;;;;~~~~~~~~~_J r5 
r 1 +-i"'Fft=~t===;r==i-ie. :-T 
~~ 
@ SUPPORT ON INSIDE 
WALL (Solution I) 
~~ 
@ SUPPORT ON INSIDE 
WALL (Solution II) 
40s 
02 
@ SUPPORT ON INSIDE 
WALL (Solution 111) 
~ 
~ 
~000 
~L20 ~ 
HOOK 90° BEND 
CD- 06.13 
1. RECOMMENDATIONS 
1. See CD - 06.01 for the general arrangement. 
2. See CD - 05.01 to CD - 05.14 for the concrete cover in beams and lacing courses. 
3. r3 = 2.5 cm 2': <Pr 
r4 = 2.5 cm 2': <Pa· 
r6 = 2.5 cm 2': <Pr 
r7 = 2.5 cm 2': <Pa· 
If the top is horizontal and exposed to rain or condensed water, r6 = 3 cm. 
L5 is the lap length of the joist reinforcing bar. 
NOTES 
4. See EC2, anchorage lengths, to calculate L1 and L2 and to determine when to use a, b, or c for anchoring the 
tj>7 bars. 
5. To calculate L3 , see Recommendation 5 in CD - 06.02. 
6. To calculate L4 , see Recommendation 6 in CD - 06.02. 
7. The top is smoothed with a float or power float. 
8. See 1.2 and 1.3 for descriptions of how to tie bars and place spacers. 
9. In cases 7 and 8, special attention must be paid to spacer positioning to hold the pieces of anchorage bar in 
place during concrete pouring (detail (m)). See Figure (a) below for an alternative solution. 
Figure (a) 
2. STATUTORY LEGISLATION 
See EC2 (5). 
3. RECOMMENDED ALTERNATIVE CODES 
See (31). 
4. SPECIFIC REFERENCES 
See (14) pages 487 to 516. 
287 
CD-06.14 
SLABS WITH SEMI-SELF-SUPPORTING 
REINFORCED CONCRETE LATTICE JOISTS. 
CONNECTIONS TO CONCRETE BEAMS 
End spacer 
G) CONNECTION TO REINFORCED 
CONCRETE EDGE BEAM 
(Solution I) 
End spacer 
See@@©); 
in CD-06.02 l. 
@ CONNECTION TO REINFORCED 
CONCRETE EDGE BEAM 
(Solution II) 
See@@©); 
in CD-06.02 l. 
@ CONNECTION TO REINFORCED 
CONCRETE EDGE BEAM 
(Solution Ill) 
Us 
2 
>-----++----------< Us 
2 
Us 
CROSS-SECTION THROUGH 
SOLID CONCRETE AREA 
(CASES @ AND @) 
288 
® CONNECTION TO REINFORCED 
CONCRETE INTERNAL BEAM 
(Solution I) 
@) CONNECTION TO REINFORCED 
CONCRETE INTERNAL BEAM 
(Solution II) 
Spacer 
@ CONNECTION TO REINFORCED 
CONCRETE INTERNAL BEAM 
(Solution Ill) 
HOOK 90° BEND 
CD-06.14 
1. RECOMMENDATIONS 
1. See CD - 06.01 for the general arrangement. 
2. See CD - 05.01 to CD - 05.14 for the concrete cover in beams and lacing courses. 
3. r3 = 2.5 cm~ 4>r 
r6 = 2.5 cm~ 4>r 
r7 = 2.5 cm~ cj>8• 
If the top is horizontal and exposed to rain or condensed water, r6 = 3 cm. 
L. is the lap length of the joist reinforcing bar. 
NOTES 
4. See EC2, anchorage lengths, to calculate L1 and L2 and to determine when to use a, b or c for anchoring the 
cj>7 bars. 
5. To calculate L3 , see Recommendation 5 in CD - 06.02. 
6. To calculate L4 , see Recommendation 6 in CD - 06.02. 
7. The top is smoothed with a float or power float. 
8. See 1.2 and 1.3 for descriptions of how to tie bars and place spacers. 
9. In cases 5 and 6, special attention must be paid to spacer positioning to hold the pieces of anchorage bar in 
place during concrete pouring (detail (m)). See Recommendation 9 in CD - 06.13 for an alternative solution. 
2. STATUTORY LEGISLATION 
See EC2 (5). 
3. RECOMMENDED ALTERNATIVE CODES 
See (31).4. SPECIFIC REFERENCES 
See (14) pages 487 to 516. 
289 
CD-06.15 
SLABS WITH SEMI-SELF-SUPPORTING 
REINFORCED CONCRETE LATTICE JOISTS. 
CONNECTIONS TO SOFFIT BEAMS 
End spacer 
l.~~~~~:=::::::::::::::::::=::=:J 
See@@CD( 
in CD-06.02 
G) CONNECTION TO CONCRETE 
EDGE SOFFIT BEAM 
(Solution I) 
in CD-06.02 
@ CONNECTION TO CONCRETE 
EDGE SOFFIT BEAM 
(Solution II) 
!Column axis 
® CONNECTION TO CONCRETE 
INTERNAL SOFFIT BEAM 
(Solution I) 
@ CONNECTION TO CONCRETE 
INTERNAL SOFFIT BEAM 
(Solution II) 
Solid concrete Solid concrete r L ' Solid concrete 
Endspacer
3f1i. : J2 @+~:: 
See @@CD( I IL3ll a 112 cm 
I §_08 01JI I 
~Cif" : J; i&~;: 
2 cmll a ILJL4 L41 II a II 2 cm 
in CD-06.02 
@ CONNECTION TO CONCRETE 
EDGE SOFFIT BEAM 
(Solution 111) 
@ CONNECTION TO CONCf{ETE 
INTERNAL SOFFIT BEAM 
(Solution Ill) 
Us 
2 
f-----------1+-"....,....___, Us 
2 
Us 
NOTE: 
a is the lap length, but it may be no 
shorter than the distance between 
two consecutive welds. 
Stirrups 
3 ± 1crclJ_JJl±1 cm 
CROSS-SECTION THROUGH @ SOLID CONCRETE AREA 
(CASES @ AND @) (CASES CD AND@) 
290 
90° BEND 
~ 
~000 
HOOK 
CD-06.15 
1. RECOMMENDATIONS 
1. See CD - 06.01 for the general arrangement. 
2. See CD - 05.01 to CD - 05.14 for the concrete cover in beams and lacing courses. 
3. r3 = 2.5 cm 2 <Pr 
r6 = 2.5 cm 2 <Pr 
r7 = 2.5 cm 2 <j>8• 
If the top is horizontal and exposed to rain or condensed water, r6 = 3 cm. 
L5 is the lap length of the joist reinforcing bar. 
NOTES 
4. See EC2, anchorage lengths, to calculate L1 and L2 and to determine when to use d, e or f for anchoring the 
<j>7 bars. 
5. To calculate L3 , see Recommendation 5 in CD - 06.02. 
6. To calculate L4 , see Recommendation 6 in CD - 06.02. 
7. The top is smoothed with a float or power float. 
8. See 1.2 and 1 .3 for descriptions of how to tie bars and place spacers. 
9. In cases 5 and 6, special attention must be paid to spacer positioning to hold the pieces of anchorage bar in 
place during concrete pouring (detail (m)). See Recommendation 9 in CD - 06.13 for an alternative solution. 
1 o. Note that in cases 1 and 2, the stirrups in the soffit beam must be positioned so that each joist has one on 
each side, as shown in detail (n). 
2. STATUTORY LEGISLATION 
See EC2 (5). 
3. RECOMMENDED ALTERNATIVE CODES 
See(31). 
4. SPECIFIC REFERENCES 
See (14) pages 487 to 516. 
291 
CD - 06.16 
SLABS WITH SEMI-SELF-SUPPORTING 
PRESTRESSED JOISTS. 
CONNECTIONS TO BRICK WALL 
min.20s 
0i 
h ' 30 mm 0 drip if 4cm~ 
·2 <10 cm ' exposed to rain 
CD TIP REINFORCEMENT IN 
CANTILEVER 
1 
_,,, Lacing course axis 
: 40s 
En<:t~cer I 04s at 20 cm 
See@@© 
in CD-06.02 
I~ 
@ SUPPORT ON OUTSIDE 
WALL (Solution I) 
r---
' 
Lacing course axis 
40s 
Ends acer 
See@@© 
in CD-06.02 
I 04s at 20 cm 
I~ 
@ SUPPORT ON OUTSIDE 
WALL (Solution II) 
Lacing course axis 
~ 40s _ 
End spacer 04s at 20 cm 
~-1.1----+-1c1-11- Solid concrete 
!--.--i--1 0s r a 
i 3 
(J) SUPPORT ON OUTSIDE 
WALL (Solution Ill) 
Us Us 
2 2 
CD 
CROSS-SECTION THROUGH 
SOLID CONCRETE AREA 
(CASES (J) AND @) 
min.20s 
4 cm_µ_ l 30mml2Jdripif 
~ .;: 10 cm~ exposed to rain 
292 
@ EDGE REINFORCEMENT 
ON FREE SIDE 
40s 
min.5 cm 
~~ 
@) SUPPORT ON INSIDE 
WALL (Solution I) 
~~ 
@ SUPPORT ON INSIDE 
WALL (Solution II) 
40s 
04s at 20 cm 
Solid 07 
LJ+~;;;;i;;i-;;;;;~---...:;-~.,1-=I-=~.l,-~-<;;;;c"'or~c~re~te~~J rs 
r1 ::-r 
@ SUPPORT ON INSIDE 
WALL (Solution 111) 
.Se-
~o 
/);/); 
0 
HOOK 90° BEND 
CD- 06.16 
1. RECOMMENDATIONS 
1. See CD - 06.01 for the general arrangement. 
2. See CD - 05.01 to CD - 05.14 for the concrete cover in beams and lacing courses. 
3. r3 = 2.5 cm 2 <Pr 
r6 = 2.5 cm 2 <Pr 
r7 = 2.5 cm 2 <j>8• 
If the top is horizontal and exposed to rain or condensed water, r6 = 3 cm. 
L. is the lap length of the joist reinforcing bar. 
NOTES 
4. See EC2, anchorage lengths, to calculate L1 and L2 and to determine when to use a, b or c for anchoring the 
<J>7 bars. 
5. To calculate L3 , see Recommendation 5 in CD - 06.02. 
6. To calculate L4 , see Recommendation 6 in CD - 06.02. 
7. The top is smoothed with a float or power float. 
8. See 1.2 and 1.3 for descriptions of how to tie bars and place spacers. 
9. In cases 7 and 8, special attention must be paid to spacer positioning to hold the pieces of anchorage bar in 
place during concrete pouring (detail (g)). See Recommendation 9 in CD - 06.04 for an alternative solution. 
2. STATUTORY LEGISLATION 
See EC2 (5). 
3. RECOMMENDED ALTERNATIVE CODES 
See (31). 
4. SPECIFIC REFERENCES 
See (14) pages 487 to 516. 
293 
CD-06.17 
SLABS WITH SEMI-SELF-SUPPORTING 
PRESTRESSED JOISTS. 
CONNECTIONS TO CONCRETE BEAMS 
G) CONNECTION TO REINFORCED 
CONCRETE EDGE BEAMS 
(Solution I) 
End spacer 
@ CONNECTION TO REINFORCED 
CONCRETE EDGE BEAMS 
(Solution 11) 
End spacer r 3 0 8 
~~;;;;;;;;;::;;;;i;;;;;;;~~;;;;;;;;/~~~ 
@ CONNECTION TO REINFORCED 
CONCRETE EDGE BEAMS 
(Solution Ill) 
CD 
Us 
2 
Us 
2 
CROSS-SECTION THROUGH 
SOLID CONCRETE AREA 
(CASES@ AND@ 
294 
07 
r1p. ~~~~;;;;;;;;;;;;~;;;;;;;;;;;~ =f rs 
Spacer 
@ CONNECTION TO REINFORCED 
CONCRETE INTERNAL BEAM 
(Solution I) 
L4 
Spacer 
@ CONNECTION TO REINFORCED 
CONCRETE INTERNAL BEAM 
(Solution II) 
@ CONNECTION TO REINFORCED 
CONCRETE INTERNAL BEAM 
(Solution 111) 
HOOK 90° BEND 
CD-06.17 
1. RECOMMENDATIONS 
1. See CD - 06.01 for the general arrangement. 
2. See CD - 05.01 to CD - 05.14 for the concrete cover in beams and lacing courses. 
3. r3 = 2.5 cm 2 <l>r 
r6 = 2.5 cm 2 <l>r 
r7 = 2.5 cm 2 lj>8• 
If the top is horizontal and exposed to rain or condensed water, r6 = 3 cm. 
L, is the lap length of the joist reinforcing bar. 
NOTES 
4. See EC2, anchorage lengths, to calculate L1 and L2 and to determine when to use a, b or c for anchoring the 
lj>7 bars. 
5. To calculate L3 , see Recommendation 5 in CD - 06.02. 
6. To calculate L4 , see Recommendation 6 in CD - 06.02. 
7. The top is smoothed with a float or power float. 
8. See 1.2 and 1.3 for descriptions of how to tie bars and place spacers. 
9. In cases 5 and 6, special attention must be paid to spacer positioning to hold the pieces of anchorage bar in 
place during concrete pouring (detail U)). See Recommendation 9 in CD - 06.04 for an alternative solution. 
2. STATUTORY LEGISLATION 
See EC2 (5). 
3. RECOMMENDED ALTERNATIVE CODES 
See (31). 
4. SPECIFIC REFERENCES 
See (14) pages 487 to 516. 
295 
CD - 06.18 
SLABS WITH SEMI-SELF-SUPPORTING 
PRESTRESSED JOISTS. 
CONNECTIONS TO SOFFIT BEAMS 
G) CONNECTION TO CONCRETE 
EDGE SOFFIT BEAM 
(Solution I) 
@ CONNECTION TO CONCRETE 
EDGE SOFFIT BEAM 
(Solution II) 
!Column axis 
L , Solid concrete 
r5 .
1 0 7 0a~ 
\ · S30° I ry 
See @®CD( I IL3ll Ls 112 cm 
in CD-06.02 
@ CONNECTION TO CONCRETE 
EDGE SOFFIT BEAM 
(Solution Ill) 
CD 
See® 
(g) CONNECTION TO CONCRETE 
INTERNAL SOFFIT BEAM 
(Solution I) 
@ CONNECTION TO CONCRETE 
INTERNAL SOFFIT BEAM 
(Solution II) 
@ CONNECTION TO CONCRETE 
INTERNAL SOFFIT BEAM 
(Solution 111) 
Us Us 
2 2 HOOK 90° BEND 3 ± 1 c'!!LL m ± 1 cm 
CROSS-SECTION THROUGH 
SOLID CONCRETE AREA 
(CASES@ AND@ 
296 
® 
(CASES CD AND@) 
CD-06.18 
1. RECOMMENDATIONS 
1. See CD - 06.01 for the general arrangement. 
2. See CD - 05.01 to CD - 05.14 for the concrete cover in beams and lacing courses. 
3. r3 = 2.5 cm ~ cl>r 
r6 = 2.5 cm ~ cl>r 
r7 = 2.5 cm ~ cj>8 • 
If the top is horizontal and exposed to rain or condensed water, r6 = 3 cm. 
Ls is the lap length of the joist reinforcing bar. 
NOTES 
4. See EC2, anchorage ·lengths, to calculate L1 and L 2 and to determine when to used, e or f for anchoring the 
cj>7 bars. 
5. To calculate L3 , see Recommendation 5 in CD - 06.02. 
6. To calculate L4 , see Recommendation 6 in CD - 06.02. 
7. The top is smoothed with a float or power float. 
8. See 1.2 and 1.3 for descriptions of how to tie bars and place spacers. 
9. In cases 5 and 6, special attentionmust be paid to spacer positioning to hold the pieces of anchorage bar in 
place during concrete pouring (detail U)). See Recommendation 9 in CD - 06.04 for an alternative solution. 
10. Note that in cases 1 and 2, the stirrups in the soffit beam must be positioned so that each joist has one on 
each side, as shown in detail (k). 
2. STATUTORY LEGISLATION 
See EC2 (5). 
3. RECOMMENDED ALTERNATIVE CODES 
See (31). 
4. SPECIFIC REFERENCES 
See (14) pages 487 to 516. 
297 
PRECAST BEAM AND BLOCK FLOOR SYSTEMS. 
CHANGE IN BEAM DIRECTION CD-06.19 
0s--
Spacer 
La 
k ~ 
I I ~ 
I I ~ 
I I I 
I I 
I 
I 
I C:::::::= 
I I 
I 
I 
I 
C:::::::= I 
I I 
I I I 
I I I 
I I 
I I I 
-~ I I I -,.. 
I I I 
I 
I 
I 
I I 
: I : 
I I I 
I I I t::::= 
I I I 
I I I 
I I 
t::::= 
I I I 
I I I 
I k I : ~ 
~ I ~ 
I 
I 
~ ~ ~ 
298 
CD- 06.19 NOTES 
1. RECOMMENDATIONS 
1. The detail shows a floor slab with semi-self-supporting joists. The arrangement is analogous to other types 
of joist. 
2. See CD - 06.01 for the general arrangement. 
3. See CD - 05.01 to CD - 05.14 for the concrete cover in beams and lacing courses. 
4. See CD - 06.01 for the concrete cover. 
5. Note the negative moment ~9 reinforcing bar on the right of the floor slab. It should be anchored in the top 
slab on the left side of the floor slab for a length L. equal to its anchorage length. 
6. The top is smoothed with a float or power float. 
2. STATUTORY LEGISLATION 
See EC2 (5). 
3. RECOMMENDED ALTERNATIVE CODES 
See (31 ). 
4. SPECIFIC REFERENCES 
See (14) pages 487 to 516. 
299 
CD-06.20 PRECAST BEAM AND BLOCK FLOOR SYSTEMS. 
CONNECTION TO WALL PARALLEL TO BEAMS 
DO 
Solid concrete 
if space too small 
for pan form 
300 
Spacer 
CD-06.20 NOTES 
1. RECOMMENDATIONS 
1. The detail shows a floor slab with semi-self-supporting joists. The arrangement is analogous to other types 
of joist. 
2. See CD - 06.01 for the general arrangement. 
3. See CD - 05.01 to CD - 05.14 for the concrete cover in beams and tie beams. 
4. See CD - 06.01 for the concrete cover. 
5. Particular care must be taken when placing the $8 reinforcing bars and their anchorage in the beam or tie 
beam. This is essential to prevent cracks from appearing parallel to the joists on the inner side of the floor 
slab. 
6. The top is smoothed with a float or power float. 
2. STATUTORY LEGISLATION 
See EC2 (5). 
3. RECOMMENDED ALTERNATIVE CODES 
See (31 ). 
4. SPECIFIC REFERENCES 
See (14) pages 487 to 516. 
301 
CD - 06.21 
ELEVATION 
PRECAST BEAM AND BLOCK FLOOR SYSTEMS. 
CANTILEVER WITH EXTENDED JOISTS 
I 
I I I 
Spacer 
30 mm 0 drip ju b cm 
exposed to rain 
t I r : 
~~~;;~~;;3~;:;;;~;:~=~'.~1~~i' ~1~:~~~~~~~~~~~~/~/_,r-09 
: le~ 
I I I 
: I : 
I I I 
: I : 
_L 1' ,---------l-: . ' i/_,,,----09 
~~~~~~~~~~~~~~~~~~~~~~~~A-~~/~ 
=;le~ 
: i : 
I I I 
I I 
0a 
PLAN 
302 
CD - 06.21 NOTES 
1. RECOMMENDATIONS 
1. The detail shows a floor slab with semi-self-supporting joists. The arrangement is analogous to other types 
of joist. 
2. See CD - 06.01 for the general arrangement. 
3. See CD - 05.01 to CD - 05.14 for the concrete cover in beams and lacing courses. 
4. See CD - 06.01 for the concrete cover. 
5. The to!)' is smoothed with a float or power float. 
6. AR. The maximum value for deviation e is e ::; r. 
2. STATUTORY LEGISLATION 
See EC2 (5). 
3. RECOMMENDED ALTERNATIVE CODES 
See {31). 
4. SPECIFIC REFERENCES 
See (14) pages 487 to 516. 
303 
CD-06.22 
ELEVATION 
PRECAST BEAM AND BLOCK FLOOR SYSTEMS. 
CANTILEVER WITHOUT EXTENDED JOISTS 
Spacer 
30 mm 0 drip if 7-! 14 cm 
exposed to rain 
~ ~_0_._8V---'------~~-'---~~~~V~~~~~ 
Solid concrete 
~ 
I 
l 
~ 
I I 
~1 . -··· 
17 
~ .. L .····.· L I 
I. < .. :·:...<· ... · .. .. ·.I·: r. ·. ............. ·. > 
·. 1· ··. : I .:: :.· 
~ ~ ·.•.:: : \ 1: H:-:-.. :.:.:.:::.::.;_:.::.~ I. .. ··: I< .. I I 
-,,.. I I I 
I 
I 
I 
I I I 
..... I:···:.:.·· .. .. I 
:.: :: ::·': J .. J: ........ 
'·· ·:· .. .. .. .. 
'· .:: ... / ·:: ·.:·. :·: : .·· · .. :::i. 
.. .... ... ... .. . .. l l ·, .. 
-_.. I 
I I I 
I I I 
·:: . ........ ·:: .::>·:. .. .. __ ._. _ _._ .. _. 
l [:::.:·:~ ... 
.. 
1:.: .. : .. : :. ·. 
.. . . ·. :: .. 1· .... . .... -.......... _ r .. :-r:: _ .. :-... 
.. ::··· . ' I ..... .... : I ···~ 1·.: 
- ~ 
I I I ~ 
~ I ~ 
PLAN 
304 
CD-06.22 NOTES 
1. RECOMMENDATIONS 
1. The detail shows a floor slab with semi-self-supporting joists. The arrangement is analogous to other types 
of joist. 
2. See CD - 06.01 for the general arrangement. 
3. See CD - 05.01 to CD - 05.14 for the concrete cover in beams and lacing courses. 
4. See CD - 06.01 for the concrete cover. 
5. In the solid concrete area on the left, the blocks should be sealed off to protect them from the flowing con­
crete. Care should be taken to maintain the concrete within the specified width. 
6. The top is smoothed with a float or power float. 
2. STATUTORY LEGISLATION 
See EC2 (5). 
3. RECOMMENDED ALTERNATIVE CODES 
See (31). 
4. SPECIFIC REFERENCES 
See (14) pages 487 to 516. 
305 
CD-06.23 
BEAM AND BLOCK FLOOR SYSTEMS. 
OPENINGS 
A.-J 
Spacer 
ELEVATION 
I L2 
I L1 
-7 
-,.. 
PLAN 
I I , , 
I I 
~ , 
SECTION A-A (See detail CD-06. 12 
for design values of L3 , L5) 
306 
-,.. 
-,.. 
CD-06.23 NOTES 
1. RECOMMENDATIONS 
1. The detail shows a floor slab with semi-self-supporting joists. The arrangement is analogous to other types 
of joist. 
2. See CD - 06.01 for the general arrangement. 
3. See CD - 05.01 to CD - 05.14 for the concrete cover in beams and lacing courses. 
4. See CD - 06.01 for the concrete cover. 
5. L1 is the anchorage length in the <1>1 bar and L2 is the anchorage length in the <1>2 bar. 
6. The top is smoothed with a float or power float. 
2. STATUTORY LEGISLATION 
See EC2 (5). 
3. RECOMMENDED ALTERNATIVE CODES 
See (31). 
4. SPECIFIC REFERENCES 
See (14) pages 487 to 516. 
307 
CD- 06.24 SLABS LIGHTENED WITH EMBEDDED TUBING 
h 
Spacer I D/2 I b I D/2 I 
4A Wire tied to bottom form 
CROSS-SECTION 
r2 f i--ii--....._ _ __._....._...,. 
--+-
D h 
Continuous chair 
LONGITUDINAL SECTION A-A THROUGH TUBE CROWN 
HOOK 90° BEND 
VARIATION1 VARIATION 2 
STIRRUPS 
308 
CD-06.24 NOTES 
1. RECOMMENDATIONS 
1. This solution is worthwhile only for bridge decks, floor slabs with very long spans and similar. 
2. r1 = 2.5 cm 2 <j> 1• 
If the top is horizontal and exposed to rain or condensed water, r1 = 3 cm. 
This is likewise applicable for bridge decks if the top is not waterproofed. 
r2 2 <1>2· 
r3 = 2.5 cm 2 <j>1' 
r4 2 <1>3· 
The <j>6 and <j>7 bars are tied at all bar-stirrup intersections. 
3. If the <j>2 and <j>3 reinforcing bar spacing is coordinated, the stirrups may be tied to them with no need to wrap 
around reinforcing bars. 
4. If the deck is prestressed, the variation 2 stirrup should be used to allow space for positioning the ducts. 
5. Particular attention should be paid to the possible flotation of the cardboard tubes used to lighten the struc­
ture. One possible solution is to use a <j>7 bar as in arrangement 1, winding wires around the tubes and tying 
them to the bottom forms. 
6. The tubes rest on spacers or continuous chairs set underneath them, depending on the case, and on the <j>6 
bar. 
2. STATUTORY LEGISLATION 
See EC2 (5). 
309 
CD-06.25 
CD GENERAL VIEW 
Da.:'.·:::::::::.::::::·.::·:::.·:. ·~·:-:.:.:::· ····:-:-:.:-:·:-:-:::· 
,.·-::> ·:::-:· 
. . . .. -.mO •.... 
~ v ~ jQt a <;r Nobe.el : .............. ~ .. o: .............................. ......... . .... .- ..... . .............................. .............................. 
(a) 
(b) 
@ BOTTOM BEVELLED EDGE 
FOR HOLLOW CORES WITH 
EXPOSED UNDERSIDE 
HOLLOW CORES. 
GENERAL DETAILS 
<!30 mm 
Area to houseIQVQ 
reinforcement ••••• , •.••.•.••••••• 4::. s•:•••:······················ 
~~-.,..---___, 
310 
(a) 
(c) (d) 
@ TYPE OF JOINTS 
~ .. ·~ . '..~ :::::.·.·::::::.·.·::::::.·:::.·:. ... ::::::::::::::::::.·:::.·::::: 
>· :· .. \ ~-. />' . <://' 
-:: .<<·. ~·: :-: -:: . .... ..... ..... .. .. 
""" ...... ..... . .... . . . . . . . . . . . . . . . . . . . . . . . . . . . :o.~ .... o.i: 
=30mm 
fooToot 
(a) 
I 300 mm IJ_ 
F:: 1 
~·I 70mm 
(b) 
@ JOINTVIBRATION 
(Not necessary if self-compacting 
mortar is used) 
CD-06.25 NOTES 
1. RECOMMENDATIONS 
1. The width of a standard hollow core panel is usually 1.20 m (4 ft in the US). Other widths can be made to 
order, however. 
2. The cores are normally circular. In large depths they may be oval, with the long axis in the vertical direction. 
3. The joints are standardised in European Standard prEN 1168-1 (32). 
4. Hollow cores can be used for normal spans and live loads with no concrete topping. For long spans or large 
loads, concrete topping is needed. 
5. Note detail 5. If the hollow core is exposed to view, the bevelled edge is always essential, but particularly if 
the members are prestressed. 
6. Today self-compacting mortar is recommended to fill in the joints. Otherwise, the concrete would have to be 
vibrated and since normal vibrators cannot fit in the joint, a plate would have to be attached to the tip. 
2. STATUTORY LEGISLATION 
See EN 1168-1 (32). 
3. SPECIFIC REFERENCES 
See (33). 
311 
HOLLOW CORES. 
CONNECTIONS CD-06.26 
Slot in top 
Reinforcement in core 
Tie point or 
x assembly weld 
(a) 
(D SUPPORT ON BEAM OR WALL OVER RUBBER OR NEOPRENE STRIP 
Joint reinforcement 
(a) (b) 
---i ---.J 
~ 750 
~ ~crit 
@ CONTINUOUS SUPPORT ON RUBBER OR NEOPRENE STRIP 
(a) (b) 
@ REINFORCEMENT HOUSED IN CONCRETE-FILLED CORES, BY CUTTING 
THROUGH THE TOP SLAB 
312 
CD-06.26 NOTES 
1. RECOMMENDATIONS 
1. If plastic stoppers are used to close off the cores, they are fitted to the end of the core, whereas if polystyrene 
stoppers are used, they are inserted a certain distance into the core. The second solution yields better con­
nections. 
2. The slots in the top slab are made with special machinery. 
2. STATUTORY LEGISLATION 
See EN 1168-1 (32). 
3. SPECIFIC REFERENCES 
See (33). 
313 
HOLLOW CORES. 
TIP AND EDGE TIE HOOPS IN CANTILEVERS CD- 06.27 
Reinforcement in joint 
20a 
Spacer 
G) TIE BEAM IN CANTILEVER TIP 
20s 
4cm 
Slot cut into core with a saw 
@ LACING COURSE IN CANTILEVER EDGE 
314 
CD-06.27 NOTES 
1. RECOMMENDATIONS 
1. Tip and edge lacing courses are needed for many reasons, but especially to secure the railings. 
2. The slot in solution 2 is cut with a circular saw. 
2. STATUTORY LEGISLATION 
See EN 1168-1 (32). 
3. SPECIFIC REFERENCES 
See (33). 
315 
CD-06.28 HOLLOW CORES. 
VERTICAL PANEL AND BEAM SUPPORTS 
/ 
I 
Connection reinforcement ,,----
in the joint '---
Polystyrene stopper to prevent 
concrete from flowing into the cores 
~Rubber or neoprene joint 
~ 
Connection 
stirrup 
(a) 
x Tie point or 
assembly weld 
Plastic or gummed paper strip to prevent 
concrete from dripping into core 
(b) 
G) SIMPLY SUPPORTED CONNECTION ON EDGE 
/ 
/ 
/ 
/ 
/ 
/ 
/ 
/ 
/ 
///"', 
/ 
(a) (b) 
@ SIMPLY SUPPORTED CONNECTION ON EDGE 
WITH SLOT IN TOP PLATE 
>---++-- Connection stirrup 
Connection stirrup 
mm 
x Tie point or 
assembly weld Plastic or gummed paper strip to prevent 
concrete from dripping into core 
VIEW (a) (b) 
@ SIMPLY SUPPORTED CONNECTION IN INTERMEDIATE 
SUPPORTS 
316 
CD-06.28 NOTES 
1. RECOMMENDATIONS 
1. Hollow cores should never rest directly on beams or vertical panels. A rubber strip or neoprene pad must 
always be placed in between the two members. Otherwise, transverse bending stress will appear in the 
hollow core that may cause longitudinal cracking. 
2. STATUTORY LEGISLATION 
See EN 1168-1 (32). 
3. SPECIFIC REFERENCES 
See (33). 
317 
HOLLOW CORES. 
SUPPORTS ON VERTICAL PANELS 
CD- 06.29 
Mortar 
(a) (b) 
Stopper limiting fill width to panel I INCORRECT SOLUTION I 
When the fill is included in the 
cores, cracks tend to form due to 
the discontinuity generated 
(c) 
Polystyrene, foam rubber 
or similar 
(d) 
SIMPLY SUPPORTED INTERMEDIATE CONNECTIONS IN BUILDINGS 
WITH PANELS 
318 
Mortar 
CD-06.29 
1. RECOMMENDATIONS 
1. Particular attention should be paid to solution b, which is complex. 
2. STATUTORY LEGISLATION 
See EN 1168-1 (32). 
3. SPECIFIC REFERENCES 
See (33). 
319 
NOTES 
CD-06.30 HOLLOW CORES. 
SUPPORTS ON VERTICAL PANELS AND BEAMS 
Negative moment reinforcement 
housed in the joint 
J1 Tie stirrup 
X Tie point or assembly 
weld 
CD REINFORCEMENT HOUSED IN JOINTS 
@ REINFORCEMENT HOUSED IN CONCRETE-FILLED CORES 
@ REINFORCEMENT HOUSED IN TOP SLAB 
n Tie stirrup 
@) SUPPORT ON BEAM WITH REINFORCEMENT IN JOINTS 
320 
CD-06.30 
1. RECOMMENDATIONS 
1. Solution 2 calls for cutting through the top slab in the respective cores. 
2. STATUTORY LEGISLATION 
See EN 1168-1 (32). 
3. SPECIFIC REFERENCES 
See (33). 
321 
NOTES 
CD-06.31 HOLLOW CORES. 
OPENINGS IN THE SLAB 
Al 
SECTION A-A 
PLAN 
(a) 
G) DETAIL OF STEEL HEADER 
B_. --------
~----------~ 
-------------
SECTION A-A 
Al 
PLAN 
SECTION B-B 
{b) 
@ DETAIL OF STEEL HEADER 
322 
CD-06.31 NOTES 
1. RECOMMENDATIONS 
1. A steel beam is the most practical solution. See (32) for the distribution of the point support reactions. 
2. STATUTORY LEGISLATION 
See EN 1168-1 (32). 
3. SPECIFIC REFERENCES 
See (33). 
323 
Group 07 
Flat slabs 
CD- 07.01 
FLAT SLABS. 
TOP REINFORCEMENT 
c 
§.g. --0"' 
(..) 
c 
E.9-
::::1 ..... --0 "' (..) 
Q. 
·;:: -"' Q) 
=a 
12 
~ 
c 
E.9-
::::1 ..... --0"' 
{) 
Column 
~ strip ' 
Middle strip Column 
strip 
' 
Middle strip 
LACING COURSE AT TIP OF CANTILEVER 
-
1r w 
~ 
::J 
0 
() 
('.) 
z 
0 
:5 
w 
('.) 
0 
w 
-
-
:3-
I 
I\ 
3--
I/ 
I\ 
J-
v 
1...- ' 
I,.- ' 
I/ ' 
1...- ' 
I '-I 
I\ I\ 
1...- '-
1...- ' 
1,...- ' 
v 'v 
I\ I\ 
/ 
/ ' 
/ ' 
I '1 
~ 
--y 
I/ 
-f G- v 
I/ 
v I I 1 
I\ I\ ,, I\ 
1...-
-f 8-
I/ 
I/ 
I/ 11 v v 
I\ I\ I\ I\ 
1...-
-{ }-
v 
1...-
I/ 'I I l1 
/~ 
WELDED-WIRE FABRIC IS LAID ON TOP AS DISTRIBUTION 
REINFORCEMENT ~ 0{ 0 1· S( s1 
20cm 
II 
LAPPING IN WIRE FABRIC DISTRIBUTION REINFORCEMENT 
326 
CD- 07.01 NOTES 
1. RECOMMENDATIONS 
1. See CD - 07.04 for concrete cover and other details. 
2. The top reinforcement runs in the direction of the larger span, on top of and in contact with the perpendicular 
reinforcement. 
3. See CD - 07.05, CD- 07.06, CD - 07.07 and CD - 07.08 for possible punching shear reinforcement, which 
is not shown in this solution. 
4. The general arrangement is valid for slabs with pockets and solid slabs, although in that case the parallel 
reinforcing bars should be spaced at no more than 25 cm. 
5. The top is smoothed with floats or a power float. 
6. See 1.2 and 1.3 for descriptions of how to tie bars and place spacers. 
2. STATUTORY LEGISLATION 
See EC2 (5) (although the code contains scant information on the subject). 
3. RECOMMENDED ALTERNATIVE CODES 
See ACI 318-08 (22). 
4. SPECIFIC REFERENCES 
See (30). 
327 
CD-07.02 
c 
E.9-
::::i ..... --orn 
0 
c 
Ea. 
::i·c --orn 
0 
c 
Ea. 
::i·c --0 (/) 
0 
UJ 
(/) 
a:: 
:::> 
0 
0 
(!) 
z 
u 
:) 
UJ 
(!) 
0 
UJ 
Column 
~ strip f 
- J--: 
I 
\ \ 
I 
- J;? 
l/(A 
I I 
\ \ 
- J--
I I 
FLAT SLABS. 
BOTTOM REINFORCEMENT 
Middle strip Column 
strip 
LACING COURSE AT TIP OF CANTILEVER 
~ 
I'-
1-..... 
' / 1-..... / n 
' : --f J-: \ \ 
' 
I'-
l~v 
I I I I I I'- / ,, 
1, /I'-
I'- /I'-
I'- /I'-
\ \ \ \ \ \ \ \ \ 
I'-
I' /I'-
: : ~" -f G-
" 
' I , I '1, ' I 
;I, ' 
I'- /I'-
" /I'-
" / 1-..... 
' \ ' \ \ \ \ \ ' 
" 
I'- /I'--
~ ~I'- -B G-
1-..... 
I I I I I I'- I I .),, / 
/ / 
I I 
' 
Middle strip 
/ 
/ 2 / 
/ 
) 
•' ~ 
/ 
.) I 
/ 
/ 
/ 
\ \ \ 
/ 2 
/ 
, I 
\ 
/ 
/ 
' I I 
/ 
/ 
/ 
/ 
\ \ \ 
/ 2 
/ 
~ 
I 
\ 
/ 
/ 
I .) I 
THE ENTIRE BOTTOM OF ABACUS SHOULD BE REINFORCED WITH 
WELDED-WIRE FABRIC 
£0 
~ 
DETAIL AtL 
J az J 
DETAILS 
DETAIL OF LAPPING BETWEEN WELDED­
WIRE FABRIC ON BOTTOM AND EDGE 
TIE BEAM 
328 
CD-07.02 NOTES 
1. RECOMMENDATIONS 
1. See CD - 07.04 for concrete cover and other details. 
2. The top reinforcement runs in the direction of the larger span, on top of and in contact with the perpendicular 
reinforcement. 
3. See CD - 07.05, CD - 07.06, CD - 07.07 and CD - 07.08 for possible punching shear reinforcement, which 
is not shown in this solution. 
4. The general arrangement is valid for slabs with pockets and solid slabs, although in that case the parallel 
reinforcing bars should be spaced at no more than 25 cm. 
5. AR. The two $1 reinforcing bars (integrity reinforcement) overlap by their lap length in the area over the col­
umn (see (22)). 
6. See 1.2 and 1.3 for descriptions of how to tie bars and place spacers. 
2. STATUTORY LEGISLATION 
See EC2 (5) (although the code contains scant information on the subject). 
3. RECOMMENDED ALTERNATIVE CODES 
See ACI 318-08 (22). 
4. SPECIFIC REFERENCES 
See (30). 
329 
CD-07.03 FLAT SLABS. ARRANGEMENT OF FLEXURAL 
REINFORCEMENT (1 of2) 
(A) COLUMN STRIP 
See detail A 
09+ 010 1 
0e 
03 I 07 
8cmmax. * ____ 0_4 __ e_c_m_ma_x_* _____ 0_e_~_-c_m_ma_x_. * 0 11 
I 8 cm max. I 8 cm max. 20i 8 cm max. ----- y 
LONGITUDINAL SECTION 
See detail ~ 
( 
I I 
013 
0i is the integrity reinforcement 
See@@@ See@@@ 
5 cm --+--t--- L/--
DETAIL A D ET Al L B 
(THE DETAIL FOR THE EDGE LACING COURSE SHOWN IN CD-07.04) 
330 
CD-07.03 NOTES 
1. RECOMMENDATIONS 
1. See CD - 07 .04 for concrete cover and other details. 
2. The top reinforcement runs in the direction of the larger span, on top of and in contact with the perpendicular 
reinforcement. 
3. See CD - 07.05, CD - 07.06, CD - 07.07 and CD - 07.08 for possible punching shear reinforcement, which 
is not shown in this detail. 
4. The general arrangement is valid for slabs with pockets and solid slabs, although in that case the parallel 
reinforcing bars should be spaced at no more than 25 cm. 
5. See 1.6 to determine when to use anchor type a, b or c in details A and B. 
6. See EC2 (5) for the procedure to calculate L1 (detail B). 
7. The top is smoothed with floats or a power float. 
8. See 1.2 and 1.3 for descriptions of how to tie bars and place spacers. 
2. STATUTORY LEGISLATION 
See EC2 (5) {although the code contains scant information on the subject). 
3. RECOMMENDED ALTERNATIVE CODES 
See ACI 318-08 (22). 
4. SPECIFIC REFERENCES 
See {30). 
331 
CD-07.03 
(B) MIDDLE STRIP 
See detail B 
4 
FLAT SLABS. ARRANGEMENT OF FLEXURAL 
REINFORCEMENT (2 of 2) 
See detail A 
022 1 
LONGITUDINAL SECTION 
(r-;:::::~::::::::::::--~~~-:::::::::::::::::::::::::::=t==::::::i::::::::::::::;--1 
CROSS-SECTION 
R=20 or 3.50 
@ @ 
(THE DETAIL FOR THE EDGE LACING COURSE SHOWN IN CD-07.04) 
332 
CD - 07.03 NOTES 
1. RECOMMENDATIONS 
1. See CD - 07.04 for concrete cover and other details. 
2. The top reinforcement runs in the direction of the larger span, on top of and in contact with the perpendicular 
reinforcement. 
3. See CD - 07.05, CD - 07.06, CD - 07.07 and CD - 07.08 for possible punching shear reinforcement, which 
is not shown in this detail. 
4. The general arrangement is valid for slabs with pockets and solid slabs, although in that case the parallel 
reinforcing bars should be spaced at no more than 25 cm. 
5. See 1.6 to determine when to use anchor type a, b or c in details A and B. 
6. See EC2 for the procedure to calculate L1 (detail B). 
7. The top is smoothed with floats or a power float. 
8. See 1.2 and 1.3 for descriptions of how to tie bars and place spacers. 
2. STATUTORY LEGISLATION 
See EC2 (5) (although the code contains scant information on the subject). 
3. RECOMMENDED ALTERNATIVE CODES 
See ACI 318-08 (22). 
4. SPECIFIC REFERENCES 
See (30). 
333 
FLAT SLABS. 
GENERAL DETAILS CD-07.04 
(A) CROSS-SECTIONAL DRAWING OF REINFORCEMENT ARRANGEMENT 
(INCLUDING WELDED-WIRE FABRIC) 
09 0A 
~------r-----------==------;lr 
--------1T 4 
l 
T 
(NB: The perpendicular 0 A bars rest on the welded-wire fabric. The parallel bars run underneath.) 
(B) WELDED-WIRE FABRIC IN AREAS NOT CALLED FOR IN THE DESIGN 
• 
( See note in A re the position of #01) 
(C) EDGE LACING COURSE (See detail Bin CD-07.03) 
ra 
til-
ra 
02 c 
• 
STIRRUPS 
r2 
90° HOOK 90° BEND 
(D) LACING COURSE AT TIP OF CANTILEVER (See detail A in CD-07.03) 
334 
CD-07.04 
1. RECOMMENDATIONS 
1. r1 = 2.5 cm 2 cj>0• 
r2 = cl>c· 
NOTES 
r3 must be large enough to accommodate the concrete; in any case ;;:.: q,0 and never less than 2.5 cm. 
r4 = 2.5 cm 2 cj>A. 
r5 = 2.5 cm 2 cj>6• 
r6 = 2.5 cm 2 cj>1. 
r1 2 cl>2· 
r8 = 2.5 cm 2 cj>2• 
r9 2 q,2• 
The maximum aggregate size should be chosen carefully. 
2. L1 should be sized so that the stirrup closure complies with the lap length. 
3. If the top is horizontal and exposed to rain or condensed water, concrete covers r6 and r8 should be 3 cm. 
4. See Recommendation 2 in CD - 07.01 and CD - 07.02. 
2. STATUTORY LEGISLATION 
See EC2 (5) (although the code contains scant information on the subject). 
3. RECOMMENDED ALTERNATIVE CODES 
See ACI 318-08 (22). 
4. SPECIFIC REFERENCES 
See (30). 
335 
CD-07.05 
) l 
I ( 
FLAT SLABS. PUNCHING SHEAR REINFORCEMENT 
(VARIATION 1) (1 of2) 
INTERNAL COLUMN 
0.5 d 0.75 d 0.75 d 0.75 d 
ELEVATION 
) l 
0.75 d 
0.5 d 
L _J 
I ( 
PLAN 
336 
I I I I 
) l ) l 
I ( I ( 
CD - 07.05 NOTES 
1. RECOMMENDATIONS 
1. The symbol dis the effective depth in the respective direction. 
2. See CD - 07.03 and CD - 07.04 for concrete cover and other details. 
3. See 1 .2 and 1 .3 for descriptions of how to tie bars and place spacers. 
2. STATUTORY LEGISLATION 
See EC2 (5). 
3. RECOMMENDED ALTERNATIVE CODES 
See ACI 318-08 (22). 
4. SPECIFIC REFERENCES 
See (30). 
337 
CD-07.05 
FLAT SLABS. PUNCHING SHEAR REINFORCEMENT 
(VARIATION 1) (2of2) 
EDGE COLUMN CORNER COLUMN 
0.75 d 0.75 d 0.75 d 0.5 d 0.75 d 0.75 d 0.75 d 0.5 d 
I I I I I I I I 
ELEVATION ELEVATION 
~ 
I I ~ I I 
) l ) l 
~ ____., ..____ - ____,, '----
~ ------- 0.75 d 
I 0.75 d 
I 0.75 d 
) 0.75 d 
- ____., 
0.5 d 
0.75 d 
---.. rr: - -~ 
I 
u l 
I I 
( I ( 
) L - ____., - -~ 
PLAN 
- -------
I 
I 
""'7 ) 
- ____., 
~ ------- ,--- - ---- .---- - -
I ( I ( 
6e 
s~~~ 
20-7 
0 
I I I I HOOK 90° BEND 
PLAN STIRRUPS 
338 
CD - 07.05 NOTES 
1. RECOMMENDATIONS 
1. The symbol dis the effective depth in the respective direction. 
2. See CD - 07.03 and CD - 07.04 for concrete cover and other details. 
3. See 1.2 and 1.3 for descriptions of how to tie bars and place spacers. 
2. STATUTORY LEGISLATION 
See EC2 (5). 
3. RECOMMENDED ALTERNATIVE CODES 
See ACI 318-08 (22). 
4. SPECIFIC REFERENCES 
See (30). 
339 
CD-07.06 
) l 
I ( 
FLAT SLABS. PUNCHING SHEAR REINFORCEMENT 
(VARIATION 2) (1 of2) 
INTERNAL COLUMN 
0 1 (See detail A) 
2d min. 
ELEVATION 
L _ _) ) l 
S0.25 d S0.25 d 
IH----IH-------01 
11---11---il----+1---H--01 
(~-I 
PLAN 
340 
S0.25d 
S0.25 d 
I ( 
CD-07.06 NOTES 
1. RECOMMENDATIONS 
1. The symbol d is the effective depth in the respective direction. 
2. See CD - 07.03 and CD - 07.04 for concrete cover and other details. 
3. L1 is the <1>1 bar anchorage length. 
4. See 1.2 and 1.3 for descriptions of how to tie bars and place spacers. 
2. STATUTORY LEGISLATION 
. See EC2 (5). 
3. RECOMMENDED ALTERNATIVE CODES 
See ACI 318-08 (22). 
4. SPECIFIC REFERENCES 
See (30). 
341 
CD- 07.06 FLAT SLABS. PUNCHING SHEAR REINFORCEMENT 
(VARIATION 2) (2 of2) 
EDGE COLUMN 
- -- -- 1 . 
11 ' I 
JI JI I 
I 
-fjj--fjj-- J 
See@@© 
in CD-07.03 
0 1 (See detail A) 
ELEVATION 
A 
I v I I 
L __ _J L_ 
1-
I 
I 
I 
L_ 
j S0.25 d 
--. 1-
I 
I 
I 
__l_ L_ 
l S0.25 d 
1-
I ;». 
01 I 
01 I 
L_ ,--, ,-
I I I 
v 
PLAN 
342 
~ 
CORNER COLUMN 
See®@@ 
in CD-07.03 
0 1 (See detail A) 
ELEVATION 
I~Im 
Ill 
I 
I I 
I~ I 
I ___l --m-_J 
l S0.25 d ,-
I "',,. 
01 I 
01 I 
L_ ,--, ,-
I I I 
v 
PLAN 
DETAIL A 
CD-07.06 NOTES 
1. RECOMMENDATIONS 
1. The symbol dis the effective depth in the respective direction. 
2. See CD - 07.03 and CD - 07.04 for concrete cover and other details. 
3. L1 is the cj>1 bar anchorage length. 
4. See 1.2 and 1.3 for descriptions of how to tie bars and place spacers. 
2. STATUTORY LEGISLATION 
See EC2 (5). 
3. RECOMMENDED ALTERNATIVE CODES 
See ACI 318-08 (22). 
4. SPECIFIC REFERENCES 
See (30). 
343 
CD - 07.07 FLAT SLABS. PUNCHING SHEAR REINFORCEMENT 
(VARIATION 3) (1 of 2) 
\ 
I 
\ 
A) INTERNAL COLUMN 
® 
© 
B) EDGE COLUMN 
® 
© 
See detail 1 
® 
See detail 1 
® 
344 
CD- 07.07 NOTES 
1. RECOMMENDATIONS 
1. See CD - 07.03 and CD - 07.04 for concrete cover and other details. 
2. r1 = 2.5 cm ;:>: cj>8 • r3 ;:>: cJ>c· 
r2 ;:>: cj>A. r4 = 2.5 cm;:>: cj>0 • 
3. Particular attention should be paid to vibration near and underneath the profiles. 
2. STATUTORY LEGISLATION 
This type of solution is not envisaged in EC2 (5). 
3. RECOMMENDED ALTERNATIVE CODES 
See ACI 318-08 (22). 
4. SPECIFIC REFERENCES 
See (30). 
345 
CD-07.07 FLAT SLABS. PUNCHING SHEAR REINFORCEMENT 
(VARIATION 3) (2 of 2) 
C) CORNER COLUMN 
® 
See@@© 
in CD-07.03 
See detail 1 
© 
0 
r2 
r l_ 
31 
I 
0o 0c 
DETAIL 1 
® 
® 
0A 
0s 
_l r ,1 
r I 
I 
I 
I 
,r4 
I 
346 
CD-07.07 NOTES 
1. RECOMMENDATIONS 
1. See CD - 07.03 and CD - 07.04 for concrete cover and other details. 
2. r1 = 2.5 cm 2 <j>8 • r3 2 <l>c· 
r2 2 <j>A. r4 = 2.5 cm 2 <j>0 • 
3. Particular attention should be paid to vibration near and underneath the profiles. 
2. STATUTORY LEGISLATION 
This type of solution is not envisaged in EC2 (5). 
3. RECOMMENDED ALTERNATIVE CODES 
See ACI 318-08 (22). 
4. SPECIFIC REFERENCES 
See (30). 
347 
CD-07.08 FLAT SLABS. PUNCHING SHEAR REINFORCEMENT 
(VARIATION 4) (1 of2) 
INTERNAL COLUMN 
Studs with 
base rail 
S0.75 d 
S0.75 d 
Sd/2 
SECTION A-A 
348 
Av = cross-sectional 
area of studs on a 
peripheral line 
CD- 07.08 
1. RECOMMENDATIONS 
None. 
2. STATUTORY LEGISLATION 
See EC2 (5). 
3. RECOMMENDED ALTERNATIVE CODES 
See ACI 318-08 (22). 
4. SPECIFIC REFERENCES 
See (30). 
NOTES 
349 
CD - 07.08 FLAT SLABS. PUNCHING SHEAR REINFORCEMENT 
(VARIATION 4) (2of2) 
Slab edges 
EDGE COLUMN 
Slab edges~-----------
CORNER COLUMN 
350 
CD - 07.08 
1. RECOMMENDATIONS 
None. 
2. STATUTORY LEGISLATION 
See EC2 (5). 
3. RECOMMENDED ALTERNATIVE CODES 
See ACI 318-08 (22). 
4. SPECIFIC REFERENCES 
See (30). 
NOTES 
351 
FLAT SLABS. 
DROP PANELS CD-07.09 
Construction joint 
Spacer 
INTERNAL COLUMN 
See@@© 
Construction joint 
Spacer 
EDGE OR CORNER COLUMN 
352 
End 
spacer 
R=20 or 3.50 
R 
CD - 07.09 
1. RECOMMENDATIONS 
1. L4 =10$1• 
2. r1 =2.5cm;?:$1 • 
r2 = 2.5 cm;::: $1. 
NOTES 
3. For column transition details, depending on whether tan a is smaller or greater than 1/6, see CD - 03.04 to 
CD-03.14. 
4. While column ties are not needed in the node or drop areas of inner columns, they are necessary in edge 
and corner columns. 
5. See EC2, anchorage lengths, to calculate lengths L1 and L2 in details a, b and c. 
6. See Recommendation 5 in CD - 06.02 for the procedure to calculate L3 . 
7. See CD - 07.03 and CD - 07.04 for concrete cover and other details. 
8. See 1.2 and 1.3 for descriptions of how to tie bars and place spacers. 
2. STATUTORY LEGISLATION 
See EC2 (5). 
3. RECOMMENDED ALTERNATIVE CODES 
See ACI 318-08 (22). 
4. SPECIFIC REFERENCES 
See (30). 
353 
CD-07.10 
FLAT SLABS. 
COLUMN WITH DROP AND HEAD 
Construction joint 
5cm 
Q:s~~==~=f======~~~~~i:=::-j~- 0 r1 
2Dmin. 
n02 bars 
distributed evenly 
along the side 
surface 
D 
354 
r2 
CD - 07.10 NOTES 
1. RECOMMENDATIONS 
1. See the Recommendations for CD- 07.09. 
2. r3 = 2.5 cm. 
3. r4 ~ <1>2· 
4. Length L5 is the <1>2 bar anchorage length. 
5. Ties are not needed in the upper part of the head, the drop or the slab. 
6. See CD - 07.03 and CD - 07.04 for concrete cover and other details. 
7. See 1.2 and 1.3 for descriptions of how to tie bars and place spacers. 
2. STATUTORY LEGISLATION 
See EC2 (5). 
3. RECOMMENDED ALTERNATIVE CODES 
See ACI 318-08 (22). 
4. SPECIFIC REFERENCES 
See (30). 
355 
CD-07.11 
I 
I CD I 
0 
0 
I CD I 
l 
FLAT SLABS. OPENINGS 
(VARIATION 1) 
l 
I CD I 
LJ 
0 
I CD I 
J 
[] l_~D DO~_: El 
PLAN 
201 
~ 
<!> 4 est. 0 3 
Q;Q; 
as cm 
20 
202 HOOK 90° BEND 
SECTION A-A STIRRUPS 
356 
CD-07.11 NOTES 
1. RECOMMENDATIONS 
1. See CD - 07.04 for concrete cover and general details. 
2. Width b may be larger than the normal rib width in the edge area. If necessary around the supports, fill area 
1 totally or partially with concrete. 
3. Length Lis the length of the <1> 1 (top) and <1>2 (bottom) reinforcing bars. 
2. STATUTORY LEGISLATION 
See EC2 (5). 
3. RECOMMENDED ALTERNATIVE CODES 
See ACI 318-08 (22). 
4. SPECIFIC REFERENCES 
See (30). 
357 
CD - 07.12 
- + -
- + -
a 
c 
FLAT SLABS. OPENINGS 
(VARIATION 2) (1 of2) 
I 
-[±J-
I 
I 
-[±J-
I 
PLAN 
358 
CD - 07.12 NOTES 
1. RECOMMENDATIONS 
1. See CD - 07.04 for concrete cover and general details. 
2. The header width in the support areas may be greater than the rib width. In this case, areas 1 or 2 must be 
totally or partially filled in with concrete. 
3. Lengths L1 , L3 and L5 are the anchorage lengths of the cj>1, cj>3 and cj>5 bars, respectively. 
4. To calculate lengths L3 , L4 and L6 , see Recommendations 5 and 6 in CD - 06.02. 
2. STATUTORY LEGISLATION 
See EC2 (5). 
3. RECOMMENDED ALTERNATIVE CODES 
See ACI 318-08 (22). 
4. SPECIFIC REFERENCES 
See (30). 
359 
CD- 07.12 
FLAT SLABS. OPENINGS 
(VARIATION 2) (2 of2) 
-----, 
Lacing 
course C-D 
I 
I 
Lacing course C-D Lacing course C-D 
L1 
LACING COURSE A-B 
Lacing course C-D 
I L4 II s cm 
Strp 07 
SECTION 1-1 
Lacing course C-D 
203 L 
~ 
\ I 
r--­
' I 
Lacing course A-B 
LACING COURSE C-D 
Lacing course A-8 
,----
' I 
LACING COURSE E-F 
360 
.s-e 
~~0004 
HOOK 90° BEND 
STIRRUPS 
Lacing course C-D 
-------, 
I 
I 
SECTION 3-3 
Str 0 9 
CD-07.12 NOTES 
1. RECOMMENDATIONS 
1. See CD - 07.04 for concrete cover and general details. 
2. The header width in the support areas may be greater than the rib width. In this case, areas 1 or 2 must be 
totally or partially filled in with concrete. 
3. Lengths L1, L3 and L5 are the anchorage lengths of the cj>1, cj>3 and cj>5 bars, respectively. 
4. To calculate lengths L3, L4 and L6, see Recommendations 5 and 6 in CD - 06.02. 
2. STATUTORY LEGISLATION 
See EC2 (5). 
3. RECOMMENDED ALTERNATIVE CODES 
See ACI 318-08 (22). 
4. SPECIFIC REFERENCES 
See (30). 
361 
Group 08 
Stairs 
STAIRS. 
GENERAL LAYOUT DETAILS 
CD - 08.01 
A) TREAD AND RISER DIMENSIONS 
(a) (b) (c) 
nh :____] ,rh j.··.··:__J·· .... 
c ~ . c 
.. ... ... ... 
:<:::·::·:::.::.::·:: 
tan a= c/h 
Most common expressions relating tread and riser c and h 
CD (Blondel) h + 2c = k { k = 59 cm (residential buildings) 
k = 66 cm (public buildings) 
~ (Neufert) 2c + h = 61 to 64 cm 
or h-c=12cm 
B) LANDINGS 
Facade 
® j(] 
Edge 
beam 
PLAN 
(a) (b) 
Facade 
© J[J 
Edge 
beam PLAN 
(a) (b) 
Facade 
© j(] 
Edge 
beam PLAN 
(a) (b) 
364 
CD - 08.01 NOTES 
1. RECOMMENDATIONS 
1. Construction details vary depending on the landing solution chosen, particularly in the landing itself. 
2. STATUTORY LEGISLATION 
Some countries have nationwide and others merely municipal codes. 
3. SPECIFIC REFERENCES 
See Chapter 62 in (30). 
365 
STAIRS. 
REINFORCEMENT SCHEME FOR DOUBLE FLIGHT 
CD-08.02 
See detail A 
See@@© 
---------~---" 
i· ..-+r )--------
\_ / 
End spacer 
r c-01 
DETAIL A DETAIL OF CONCRETE STEPS 
r--.s__-1 
=f=r2 +r2 ~r2 
r1 T R 
L' l 
r1 
@ ® ® 
366 
CD-08.02 
1. RECOMMENDATIONS 
1.r1 = 2.5 cm~ <1>1 . 
r2 = 2.5 cm ~ <1>1' 
r3 = 2.5 cm ~ <j>3• 
NOTES 
2. See EC2, anchorage lengths, to determine when to use anchor type a, b or c at the end of the <1> 1 reinforcing 
bar. 
3. See Recommendation 5 in CD - 06.02 for the procedure to calculate L3• 
4. Where the steps are to be made of concrete, the <j>6 , <1>2 and <1>3 reinforcing bars should be spaced equally for 
attachment of the <1>6 and <l>5 bars during concrete pouring. 
5. Concrete is laid from the bottom up in stairs. 
6. The top of the stairs is smoothed with a float or power float, unless the design calls for some special treat­
ment. 
7. See 1.2 and 1.3 for descriptions of how to tie bars and place spacers. 
2. STATUTORY LEGISLATION 
See EC2 (5). 
3. SPECIFIC REFERENCES 
See (30), Chapter 62. 
367 
CD-08.03 STAIRS. REINFORCEMENT ARRANGEMENT FOR 
STAIRS WITH THREE FLIGHTS 
A 
B 
PLAN SECTION A-A 
SECTION B-B 
See detail A 
~ElEl ___ @_@_®>---" 
1: -, 1----
"-__ _/ 
See detail B 
End spacer 
I 
I \-01 
~~~~~r2 
-i~~~+.~ ~r3 
\_03 
DETAIL A 
® 
h 
SECTION C-C 
End spac~r 
011°1 
1==;-r=t-'="-'====='--1----~--ll --l t r 2 
l==='--'-'====;;=====c-T------/"'-H l r 3 
' I r 
~----+"-'··~--+- \ I 
If 03 09 
DETAIL B 
® 
368 
See detail A 
---·-·-·------·-·-----·-
---~! 
--:;;o=-~=:t:::::::::it=;:::;-"·) 
DETAIL OF CONCRETE 
STEPS 
® 
CD-08.03 
1. RECOMMENDATIONS 
1. See CD - 08.02. 
2. STATUTORY LEGISLATION 
See CD - 08.01. 
3. SPECIFIC REFERENCES 
See Chapter 62 in (30). 
NOTES 
369 
CD-08.04 
A 
/ 
/ 
/ 
/ 
/ 
/ 
/ / 
/ / / / 
/ / 
/ / / 
/ / / 
STAIRS. 
FOUNDATION FOR STARTING FLIGHT 
Construction joint -
/ / / 
/ / / 
/ / / 
/ / / 
/ 
/ 
, B 
/ 
/ 
/ 
/ 
/ 
/ 
/ 
/ 
/ 
/ / / / ;//: 
/ / / ,/ /~// 
Plain concrete footing 
370 
CD-08.04 NOTES 
1. RECOMMENDATIONS 
1. See CD - 08.02. 
2. L1 is the lap length in the ~1 bar and L2 is the lap length in the ~2 bar. 
3. Plane AB is a construction joint plane on which the rebar rests. 
4. Dimension L3 varies depending on the forms used for the stairflight, but should not be less than 1 O cm. 
2. STATUTORY LEGISLATION 
See CD - 08.01. 
3. SPECIFIC REFERENCES 
See Chapter 62 in (30). 
371 
CD- 08.05 
SECTION 8-8 
End spacer 
FLYING STAIRS 
(1 of 2) 
SECTION A-A 
372 
CD- 08.05 
1. RECOMMENDATIONS 
1. r1 = 2.5 cm ~ tj>5 . 
r2 = 2.5 cm~ tj>3 • 
r3 = 2.5 cm~ tj>1• 
r4 = 2.5 cm~ $1• 
2. If the cantilevered landings are exposed, r1 = 3 cm. 
3. Concrete is laid in the stairflight of stairs from the bottom up. 
4. The top of the stairs is smoothed with a float or power float. 
5. See 1.2 and 1.3 for descriptions of how to tie bars and place spacers. 
2. STATUTORY LEGISLATION 
See EC2 (5). 
3. SPECIFIC REFERENCES 
See Chapter 62 in (30). 
373 
NOTES 
CD-08.05 
SECTION C-C 
FLYING STAIRS 
(2of2) 
DETAIL OF CONCRETE STEPS 
374 
CD-08.05 
1. RECOMMENDATIONS 
1. r1 = 2.5 cm ~ $5• 
r2 = 2.5 cm~ $3• 
r3 = 2.5 cm~ $1. 
r4 = 2.5 cm~ $1• 
2. If the cantilevered landings are exposed, r1 = 3 cm. 
3. Concrete is laid in the stairflight from the bottom up. 
4. The top of the stairs is smoothed with a float or power float. 
5. See 1.2 and 1.3 for descriptions of how to tie bars and place spacers. 
2. STATUTORY LEGISLATION 
See EC2 (5). 
3. SPECIFIC REFERENCES 
See Chapter 62 in (30). 
375 
NOTES 
Group 09 
Bearings 
BEARINGS. 
DEVICE FOR CENTRING LOADS CD-09.01 
See@@© 
5cm/ ----11-
/ 
'X 
~ 
'i 
..___ 
~-1. 
' 
••••• 
, I 
l j, 
End spacer Space 
""'---;- ; ~---
~ I ~Smooth fibre ceme 
I or elastomer strip 
@) End spac nt, lead 
I 
I Spacer 
I 
I 
I 
~ 
r 
ELEVATION @ 
Spacer 
I / 
I I I 
I I - -
I 
I 
I I 
I I 
I I 
~,... ~,... 
I I I 
I I I 
~R 
I 
~ Spacer 
j 
PLAN r 
© 
378 
CD - 09.01 NOTES 
1. RECOMMENDATIONS 
1. See CD - 05.01 for concrete cover and general details. 
2. See 1.5 to determine when to use a, b or c for anchorage of the bottom reinforcement. 
3. The bearing strip can be held in position by setting it in a layer of plaster on the top of the column. The plas­
ter, which serves as a bed for the formwork, is subsequently removed. Alternatively, an appropriate glue may 
be used. 
2. STATUTORY LEGISLATION 
See EC2 (5). 
3. SPECIFIC REFERENCES 
See (30). 
379 
CD- 09.02 
03 
01 
Spacer 
a 
a 
b 
ELEVATION 
b 
PLAN 
(VARIATION 1) 
BEARINGS. 
CONFINEMENT FOR LINEAR LOADS 
b 
Elastomer bearings 
WL-1 
PLAN 
50~50~ 
~ 
01 
HOOK 90° BEND 
r1 
Spacer ~1 50~50mm e 
---+-+--r2 HOOK 
STIRRUP BEND RADII 
l~---H--~++--+1-~--tt----t--'<-~03 
380 
PLAN 
(VARIATION 2) 
01 
CD-09.02 
1. RECOMMENDATIONS 
1. r1 = 2.5 cm. 
r2 ~ <1>1· 
NOTES 
2. The bearing pad can be held in position by setting it in a bed of plaster on the top of the column. The plaster, 
which serves as a bed for the formwork, is subsequently removed. Alternatively, an appropriate glue may be 
used. 
2. STATUTORY LEGISLATION 
See EC2. 
3. RECOMMENDED ALTERNATIVE CODES 
See EN 1337-1 (34), EN 1337-3 (35). 
4. SPECIFIC REFERENCES 
See (30). 
381 
CD - 09.03 
End spacer 
BEARINGS. 
ELASTOMER BEARINGS 
5cm 
See@@© 
in CD-09.01 
------~.~~~~~ 
' 
Spacer 
' 
\ 
End spac~~-
Spacer 
-~ 
5cm 
!I 
382 
Spacer 
ELEVATION 
VARIATION 1 
See@@© 
in CD-09.01 
ELEVATION 
VARIATION 2 
CD- 09.03 NOTES 
1. RECOMMENDATIONS 
1. To hoop the bearing, the solution set out in CD - 09.01 may suffice, or the arrangement in CD - 09.02 may 
be required. 
2. The purpose of the second solution is to prevent the bearing from 'creeping' in the event of longitudinal varia­
tions in the lintel due to thermal effects or creep. 
2. STATUTORY LEGISLATION 
See EN 1337-1 (34) and EN 1337-3 (35). 
3. SPECIFIC REFERENCES 
See (30). 
383 
CD-09.04 FLAT JACK HOUSING TO CHANGE BEARINGS 
Cast-in-place concrete slab 
-\ 
\ 
Precast girder 
-\ 
I 
SECTION 
Housing for flat jacks to 
/ change bearings 
Spac~_;c::=::::::========!=========~==!:==;::::=== 
DETAIL 
384 
CD-09.04 NOTES 
1. RECOMMENDATIONS 
1. Provision for housing flat jacks may often be advisable to change bearings in precast girder bridges. 
2. Dimension L should be established in accordance with the flat jacks to be used. 
3. r1 = 2.5 cm. 
r4 = 2.5 cm. 
r2 = 2.5 cm;:: <j>6 • 
r5 = 2.5 cm ;:: <j>4 . 
2. STATUTORY LEGISLATION 
See EN 1337-1 (34) and 1337-3 (35). 
3. SPECIFIC REFERENCES 
See (30). 
385 
r3 = 2.5 cm;:: <j> 1• 
r6 = 2.5 cm;:: <j>4 . 
CD- 09.05 
A .. 
-
-
\ 
\ 
== 
0 4-----<--++-- ······-·-- -. 
\ 
\ 
BEARINGS. 
PLASTIC HINGE 
' ' 
Spacer 
.... _J 
Spacer 
~~~~~~~~~~~~ 
... \L -~ . -·-03 
~~~~~~~~~~ 
02--+--++----_l 
\ <----++--->+-- --++---++----~-- 01 + 0 4 
01 
__ a _ _j b 
ELEVATION 
s0;::: 50 mm 
~~ 
HOOK 90° BEND 
HOOK 
TIES 
03 
Spacer\ 
VIEW FROM A 
0 4 ---==t--tt:r 
fl=7'=71r==~"'==~-~~fl 
b 
---- -----i 
PLAN 
386 
a 
CD-09.05 NOTES 
1. RECOMMENDATIONS 
1. r1 =2.5 cm. 
2. r2 2 <j>1 • 
3. The <j>4 bars may not be necessary, depending on the case. 
2. STATUTORY LEGISLATION 
See EC2 (5). 
3. SPECIFIC REFERENCES 
See (30), (39), (37). 
387 
Group 10 
Brackets and dapped-end beams 
CD-10.01 
{~ 
{ ~====1~====+¥ 
~~~,~--'++---r1 
-r3 
ELEVATION 
BRACKETS 
(VARIATION 1) 
A 
' 
~ 
/ 
--
~ 
/ 
+ ---
A 
J I 
--
A 
' 
SIDE VIEW 
02~ 
.lo 
I 
PLAN SECTION A-A 
Constructio 
joint 
-03 
1,, 
A 
ARRANGEMENT ALTERNATIVES FOR THE 0 3 REINFORCING BAR 
® 
0 3 Detail1 ,,,-,,r-
=~;t;::;;;J;:l ~ j 
"'-- ' 
DETAIL 1 
~--,,,___.,..~ Welded off cuts 
from the 
0 3 reinforcing 
!...:::::::::=:::::::::::::=~bar 
PLAN 
390 
ELEVATION 0 
/~ 3 
® 
PLAN 
n 
CD-10.01 NOTES 
1. RECOMMENDATIONS 
1. r1 = 2.5 cm. 
2. r2~~1· 
3. r3 ~ ~2· 
4. r4 ~ ~3· 
5. r5 ~ ~3 . If the top of the bracket is exposed to rain or condensed water, r5 = 3 cm. 
6. L1 is the ~1 bar lap length. 
7. L2 can be calculated as per EC2, anchorage lengths. 
8. The top of the bracket is smoothedwith a float or power float. 
9. See 1.4 for welding details. 
10. See 1.2 and 1.3 for descriptions of how to tie bars and place spacers. 
2. STATUTORY LEGISLATION 
See EC2 (5). 
3. RECOMMENDED ALTERNATIVE CODES 
See ACI 318-08 (22). 
4. SPECIFIC REFERENCES 
See (38) and (39). 
391 
CD- 10.02 
BRACKETS 
(VARIATION 2) (SUSPENDED LOAD) 
0 1 -
I 
1 
Ll 
I 
I 
LzI 
0 
I v 
3_/ 
____,,,/ 
0 2-
I 
s T 
A 
r -01 
- __lj 
/ l 
Js1 
" l r4 
~ --scmH-1 
'' 
'\_ 
~ ~ 
/ ~~ / 
/ 
" ~ 11003 
~02 
r1 - -
A 
r - >----
r3 
ELEVATION 
PLAN 
=r:: 
r1 I 
l 
Js3 
I 
392 
-
-
-
• A 
A 
r 
-~ 
~ L1 
v 
./ -
---. 
A ...... ...... 
A 
y 
SIDE VIEW 
SECTION A-A 
Constructi 
joint 
on 
CD- 10.02 NOTES 
1. RECOMMENDATIONS 
1. For cover specifications, see CD - 10.01. 
2. L1 is the $1 bar lap length. 
3. L2 can be calculated as per EC2, anchorage lengths. 
4. L3 is the lap length in the larger of the reinforcing bars, $1 or $4 . 
5. The top of the bracket is smoothed with a float or power float. 
6. See 1.2 and 1.3 for descriptions of how to tie bars and place spacers. 
2. STATUTORY LEGISLATION 
See EC2 (5). 
3. RECOMMENDED ALTERNATIVE CODES 
See ACI 318-08 (22). 
4. SPECIFIC REFERENCES 
See (38) and (39). 
393 
BRACKETS. CD- 10.03 
DOUBLE BRACKET 
See detail 1 for __ _ 
the 0 2 reinforcing 
bar 
r2 
-ri-
l i -y-01 
Construction 
joint----
S3 
~~+==+===lr=n===;7Y-1t 
--03 
~=~,~Y +- /1003 
S2! "~-02 
+-~~r--~ 
---H-­
r3 
ELEVATION 
r2 r2 
-H-- -H-
~='===#'11 _ 7 _ 0 1 Construction 
·/" joint 
'1t====:f. r1 - - --
f - S1 
,scm 
~c----~._._,-=t 1 r, 
1-~i='==f'~imf-1 
S3; 
-----02 
03 
-1-
~=l=~ml' S acer 
03----· 
SIDE VIEW 
394 
PLAN 
50 
rR=20 
or 3.50 
02 
DETAIL 1 
CD- 10.03 NOTES 
1. RECOMMENDATIONS 
1. r1 2 2.5 cm. 
2. r2 2 <j>1• 
3. r3 2 <j>2 • 
4. r4 2 <j>3 • 
5. r5 2 <j>3• If the top of the bracket is exposed to rain or condensed water, r5 = 3 cm. 
6. L1 is the <1>1 bar lap length. 
7. The top of the bracket is smoothed with a float or power float. 
8. See 1.2 and 1.3 for descriptions of how to tie bars and place spacers. 
2. STATUTORY LEGISLATION 
See EC2 (5). 
3. RECOMMENDED ALTERNATIVE CODES 
See ACI 318-08 (22). 
4. SPECIFIC REFERENCES 
See (38) and (39). 
395 
CD - 10.04 DAPPED-END BEAMS 
L2 
L1 
I f3 
~01(03 - >----
I r1 I - ~ 
r3 r= 
1 t f 
L3l 
I 
" 
II 
04---+--+--·ll 
rz 1= I I 
Spacer I L r1 l 
02 
ELEVATION 
PLAN 
396 
CD- 10.04 
1. RECOMMENDATIONS 
1. r1 = 2.5 cm. 
r2 2 ~2· 
r3 2 ~1· 
2. Care should be taken with regard to inward deviation in the vertical zones of the ~2 bar. 
3. L1 is the ~3 bar lap length. 
4. L2 is the ~ 1 bar lap length. 
5. L3 is the ~2 bar lap length. 
6. For bearings, see CD - 09.01 to CD - 09-04. 
7. See 1.2 and 1.3 for descriptions of how to tie bars and place spacers. 
2. STATUTORY LEGISLATION 
See EC2 (5). 
3. SPECIFIC REFERENCES 
See (39). 
397 
NOTES 
Group 11 
Ground slabs and galleries 
GROUND SLABS. 
TYPICAL SECTION CD- 11.01 
Chair 
_l 
L------++-----~r------===J r1 
Ground slab 
Possible 
water vapour 
barrier 
Subbase 
400 
CD-11.01 NOTES 
1. RECOMMENDATIONS 
1. Welded-wire mesh is normally used for ~1 to s1 grids (# ~1 to sJ 
2. Inter-mesh lapping need be no greater than 20 cm in any direction. 
3. r1 = 5 cm. (This is to ensure that the gravel will not roll over the transverse wires as the slab is finished with 
a vibrating screed.) 
4. A water vapour barrier will be needed if moisture-sensitive materials are to be stored on the slab. 
5. The percentage of silt in the subbase should ensure a smooth post-compaction surface. 
6. The equipment needed for the surface finish must be specified. 
7. See 1.2 and 1.3 for descriptions of how to tie bars and place spacers. 
2. STATUTORY LEGISLATION 
None in place. 
3. RECOMMENDED ALTERNATIVE CODES 
See ACI (40). 
401 
CD-11.02 
Wall 
Wall 
GROUND SLABS. 
JOINTS (1 of 2) 
Separation 
joint 
Transverse 
contraction joint 
Column 
L See detail A 
Column 
Separation joint 
See detail B 
Longitudinal contraction 
joint 
Expansion joint 
GENERAL LAYOUT. PLAN VIEW 
20mm 
Separation joint 
Com ressible fill 
DETAIL A 
Chair 
~round slab 
/ ;-= Possible 
water vapour 
barrier 
WALL SEPARATION JOINT 
402 
CD- 11.02 NOTES 
1. RECOMMENDATIONS 
1. Welded-wire mesh is normally used for <j>1 to s1 grids{# <j> 1 to s1). 
2. Inter-mesh lapping need be no greater than 20 cm in any direction. 
3. A water vapour barrier will be needed if moisture-sensitive materials are to be stored on the slab. 
4. The percentage of silt in the subbase should ensure a smooth post-compaction surface. 
5. The equipment needed for the surface finish must be specified. 
6. The maximum distance between contraction joints is 7 m. 
7. The maximum distance between expansion joints ranges from 20 m to 40 m, depending on the climate. 
8. A subbase should be laid between the slab and the top of the footing to avoid direct contact that would cause 
the slab to crack. 
9. See 1.2 and 1.3 for descriptions of how to tie bars and place spacers. 
2. STATUTORY LEGISLATION 
None in place. 
3. RECOMMENDED ALTERNATIVE CODES 
See ACI (40). 
403 
CD-11.02 
GROUND SLABS. 
JOINTS (2 of 2) 
Separation 'oint 
Contraction 'oints 
DETAIL B 
COLUMN SEPARATION JOINT 
Joint seal 
Ground slab 
Compressible 
fill 
ELEVATION (VARIATION 1) 
REINFORCEMENT 0 2 
404 
Possible water 
vapour barrier 
Joint seal 
Compressible 
fill 
ELEVATION (VARIATION 2) 
SECTION A-A 
CD- 11.02 NOTES 
1. RECOMMENDATIONS 
1. Welded-wire mesh is normally used for q,1 to s1 grids(# <1>1 to s1). 
2. Inter-mesh lapping need be no greater than 20 cm in any direction. 
3. A water vapour barrier will be needed if moisture-sensitive materials are to be stored on the floor. 
4. The percentage of silt in the subbase should ensure a smooth post-compaction surface. 
5. The equipment needed for the surface finish must be specified. 
6. The maximum distance between contraction joints is 7 m. 
7. The maximum distance between expansion joints ranges from 20 m to 40 m, depending on the climate. 
8. A subbase should be laid between the slab and the top of the footing to avoid direct contact that would cause 
the slab to crack. 
9. See 1.2 and 1.3 for descriptions of how to tie bars and place spacers. 
2. STATUTORY LEGISLATION 
None in place. 
3. RECOMMENDED ALTERNATIVE CODES 
See ACI (40). 
405 
CD-11.03 
® 
® 
© 
@ 
GROUND SLABS. 
CONTRACTION JOINTS 
Joint, cut and sealed 
Induced crack 
Wood or lastic 
shape 
Min.0.2 h 
Min.0.2 h 
TRANSVERSE CONTRACTION JOINT 
I\ 
I I 
I \ 
I I 
LONGITUDINAL CONTRACTION JOINT 
Joint, cut and sealed 
Induced crack 
I\ 
I I 
I I 
I I 
Wood or lastic 
shape 
Min.0.2 h 
Min.0.2 h 
I\ 
I I 
I I 
I 
TRANSVERSE CONTRACTION JOINT 
Joint, cut and sealed 
Induced crack 
Min.0.2 h 0 
~---- 1 
I\ 
I \ 
Min.0.2 h 
I\ 
I \ 
I I 
I I 
Plan bar. The right half should 
be greased or painted to 
prevent bonding 
Wood or plastic 
shape 
3020 per metre 
TRANSVERSE CONTRACTION JOINT FOR 
HEAVY LOADS 
406 
Chair 
Chair 
CD- 11.03 NOTES 
1. RECOMMENDATIONS 
1. Welded-wire mesh is normally used for <j>1 to s1 grids (# <j> 1 to s1). 
2. Inter-mesh lapping need be no greater than 20 cm in any direction. 
3. A water vapour barrier will be needed if moisture-sensitive materials are to be stored on the floor. 
4. The percentage of silt in the subbase should ensure a smooth post-compaction surface. 
5. The equipment needed for the surface finish must be specified. 
6. The maximum distance between contraction joints is 7 m. 
7. The maximum distance between expansion joints ranges from 20 m to 40 m, depending on the climate. 
8. Variations A and Bare not recommended where traffic is heavy. 
9. See 1.2 and 1.3 for descriptions of how to tie bars and place spacers. 
2. STATUTORY LEGISLATION 
None in place. 
3. RECOMMENDED ALTERNATIVECODES 
See ACI (40). 
407 
CD- 11.04 
Sealing JQ__in_t __ 
Compressible fill 
h/2i 
\ 
GROUND SLABS. 
EXPANSION JOINTS 
Plastic tube, closed 
at one end 
t---
h/2f 
I\ 
I\ 
I I 
I \ 
I I 
.....---......~-l 
======r~~l====T~~ I 
Subbase 
l 
I 
J 
! 20mm 
3020 per metre. Smooth bar. The right 
half should be greased or painted to 
prevent bondin~L __ 
(These bars are not necessary where 
traffic is light or non-existent) 
408 
! 
CD- 11.04 NOTES 
1. RECOMMENDATIONS 
1. Welded wire mesh is normally used for cj>1 to s1 grids (# cj> 1 to sJ 
2. Inter-mesh lapping need be no greater than 20 cm in any direction. 
3. A water vapour barrier will be needed if moisture-sensitive materials are to be stored on the floor. 
4. The percentage of silt in the subbase should ensure a smooth post-compaction surface. 
5. The equipment needed for the surface finish must be specified. 
6. The maximum distance between expansion joints ranges from 20 m to 40 m, depending on the climate. 
7. See 1.2 and 1.3 for descriptions of how to tie bars and place spacers. 
2. STATUTORY LEGISLATION 
None in place. 
3. RECOMMENDED ALTERNATIVE CODES 
See ACI (40). 
409 
CD -11.05 
2h 
2h 
GROUND SLABS. 
STRENGTHENING FREE EDGE OF SLAB 
2h 
410 
f-- __ 2_h __ --i 
I 
~Se 
CD- 11.05 NOTES 
1. RECOMMENDATIONS 
1. The edge should be strengthened when it is exposed to rain-induced softening the subbase. 
2. In addition, the surface of the ground around the area strengthened may also be sealed. 
3. See 1.2 and 1.3 for descriptions of how to tie bars and place spacers. 
2. STATUTORY LEGISLATION 
None in place. 
3. RECOMMENDED ALTERNATIVE CODES 
See ACI (40). 
411 
CD- 11.06 
© 
GALLERIES. 
DUCTWAYS 
Spacer 
412 
r3 - BREAKDOWN OF THE 
0 1 LONGITUDINAL 
REINFORCING BAR 
CD- 11.06 
1. RECOMMENDATIONS 
1. The details refer to galleries and ductways to house ducts or machinery. 
2. r1 = 5 cm. 
r2 = 5 cm. A thicker cover may be needed if required by the supports for the lids. 
r3 = 7.5 cm. 
r4 = 7.5 cm. 
3. See CD - 11 .01 for all other cover specifications. 
4. See 1.2 and 1.3 for descriptions of how to tie bars and place spacers. 
2. STATUTORY LEGISLATION 
None in place. 
3. RECOMMENDED ALTERNATIVE CODES 
See ACI (40). 
413 
NOTES 
Group 12 
Chimneys, towers and cylindrical 
hollow columns 
CD- 12.01 CHIMNEYS, TOWERS AND CYLINDRICAL HOLLOW 
COLUMNS. GENERAL LAYOUT 
See CD-12.03 ,.r-.-~. 
See CD-12.04 
- --------y m-:i=:~ 
See CD-12.05 
~ 
See CD-12.07 
See CD-12.03 
See CD-12.06 
.A 
(See CD-12.02) 
I 
Se~g_c:>_~J~. ()~_/ 
416 
.A 
(See CD-12.02) 
CD- 12.01 NOTES 
1. RECOMMENDATIONS 
1. This group addresses details specific to this type of structure only. See also Group 01, Group 04 and Group 
10. 
2. STATUTORY LEGISLATION 
None in place. 
3. RECOMMENDED ALTERNATIVE CODES 
See ACI 307-88 (41). 
4. SPECIFIC REFERENCES 
See (42). 
417 
CD- 12.02 
CHIMNEYS, TOWERS AND 
CYLINDRICAL HOLLOW COLUMNS. 
GENERALARRANGEMENTOFREINFORCEMENT 
COVERS 
LL IL2 L2I =ry 
I'. 
\ 
~Constr uction 
. • joint 
• 
• • 
• 
• 
~ 
~ '• =ry I =12 L2L ' • 
7 ------ ..... 
• 
Construction / 
I 
• 
joint • 
VERTICAL SECTION 
See lap reinforcement detail in CD-12.10 
418 
CD-12.02 
1. RECOMMENDATIONS 
1. r1 = 2.5 cm. 
~ = {:::: 2.5 cm (in submerged columns = 4 cm) 
2 ;::: 4>4 
(Attention should be paid to operating temperature-related requirements.) 
r3 ;::: 4>1 · 
r4;::: 4>2· 
NOTES 
2. L1 is the cj>1 bar lap length, L2 is the cj>2 bar lap length, L3 is the cj>3 bar lap length and L4 is the cj>4 bar lap length. 
See CD-12.10 for lap distribution. 
3. Where the cj>1 and cj>2 bars cantilever (see CD-12.10), the assembly should be duly stiffened during construc­
tion to prevent oscillation under wind action, which would break the bond with the concrete. 
4. The horizontal joints should not be smoothed, for a rough surface such as is generated by the vibrator is 
needed. They should be cleaned and moistened and their surface allowed to dry before concrete pouring is 
resumed. 
5. See 1.2 and 1.3 for descriptions of how to tie bars and place spacers. 
2. STATUTORY LEGISLATION 
None in place. 
3. RECOMMENDED ALTERNATIVE CODES 
See ACI 307-88 (41). 
4. SPECIFIC REFERENCES 
See (42). 
419 
CD- 12.03 
Construction 
joint 
#09to s2 
CHIMNEYS, TOWERS AND 
CYLINDRICAL HOLLOW COLUMNS. 
CROWN DETAILS 
@CHIMNEY 
Chair 
~------, 
I 
I I 
I I 
I 
I \ 
I 
\ 
2005 
Spacer 
Iorio 
~ 
\ 
\Construction 
~~~------~ ~------~~~ joint 
@TOWER 
4 cm I I : 3 cm 
DETAIL A 
420 
CD- 12.03 
1. RECOMMENDATIONS 
1. See CD - 12.02 for cover specifications. 
2. The <j>5 bars should be covered with 3 cm of concrete. 
3. r5 = 2.5 cm~ <j>8 . 
r6 ~ 2.5 cm+ <j>8 . 
re= r? + <l>g· 
4. The top in A is smoothed with a float or power float. 
NOTES 
5. If the transverse slope on the slab in B is under 3 per cent, the cover over <j>3 should be 3 cm. 
6. The slab surface in B is smoothed with a float or power float. 
7. The horizontal joints should not be smoothed, for a rough surface such as is generated by the vibrator is 
needed. They should be cleaned and moistened and their surface allowed to dry before concrete pouring is 
resumed. 
8. See 1.2 and 1.3 for descriptions of how to tie bars and place spacers. 
2. STATUTORY LEGISLATION 
None in place. 
3. RECOMMENDED ALTERNATIVE CODES 
See ACI 307-88 (41). 
4. SPECIFIC REFERENCES 
See (42). 
421 
CD- 12.04 
Construction 
joint 
CHIMNEYS, TOWERS AND 
CYLINDRICAL HOLLOW COLUMNS. 
b 
BRACKET TO SUPPORT LINING 
Construction 
joint 
VERTICAL SECTION 
422 
Spacer 
CD-12.04 NOTES 
1. RECOMMENDATIONS 
1. See CD - 12.02 for cover specifications. 
2. The cover over the q,11 bar must be at least 3 cm, but may be conditioned by the chimney operating tempera­
ture. 
3. Since the q,11 bars are tied to the <j>1 bars, their positions must be coordinated. 
4. The top of the bracket is smoothed with a float or power float. 
5. See 1.2 and 1.3 for descriptions of how to tie bars and place spacers. 
2. STATUTORY LEGISLATION 
None in place. 
3. RECOMMENDED ALTERNATIVE CODES 
See ACI 307-88 (41). 
4. SPECIFIC REFERENCES 
See (42). 
423 
CD-12.05 CHIMNEYS, TOWERS AND 
CYLINDRICAL HOLLOW COLUMNS. DUCT INLETS 
, , 
' ' v /~\ \ 
II /! \\ \ \ 
~]L, 
IL3 
_____ L 
\ \ \, y I I/ 
\ I\ ~ I I 
' ' ' 
, , 
ELEVATION DETAIL A 
Spacer 
PLAN 
424 
CD-12.05 NOTES 
1. RECOMMENDATIONS 
1. See CD - 12.02 for cover specifications. 
2. L, is the lap length in the larger of reinforcing bars <j>4 or <1>13' 
3. L2 is the lap length in the larger of reinforcing bars <j>3 or <j>13• 
4. Diameter <j>13 is equal to the larger of <j>3 or <j>4 • 
5. On the outer surface, L3 is the lap length of the <1>1 bars, and on the inner surface, L3 is the lap length of 
the <1>2 bars. 
6. See 1.2 and 1.3 for descriptions of how to tie bars and place spacers. 
2. STATUTORY LEGISLATION 
None in place. 
3. RECOMMENDED ALTERNATIVE CODES 
See ACI 307-88(41). 
4. SPECIFIC REFERENCES 
See (42). 
425 
CD-12.06 
Construction 
joint 
Spacer 
CHIMNEYS, TOWERS AND 
CYLINDRICAL HOLLOW COLUMNS. 
CIRCULAR SLAB AROUND THE TOP 
See detail A 
/ . See detail B 
~;::::;:;;;:=;;;~ 
i-------
a 
VERTICAL SECTION 
(See @@@) in CD-05.02) 
~/ 
0 4 (circumferential) 
DETAIL A DETAIL B 
426 
CD-12.06 
1. RECOMMENDATIONS 
1. See CD - 12.02 for concrete cover specifications and general details. 
2. r1 = 2.5 cm ~ <j>1• 
If the top is horizontal and exposed to rain or condensed water, r1 = 3 cm. 
r2 s <1>2· 
r3 = 2.5 cm~ <j>3 . 
r4 ~ <1>4· 
3. The <j>1 reinforcing bars are tied to the outer horizontal bars. 
4. See 1.2 and 1.3 for descriptions of how to tie bars and place spacers. 
2. STATUTORY LEGISLATION 
None in place. 
3. RECOMMENDED ALTERNATIVE CODES 
See ACI 307-88 (41). 
4. SPECIFIC REFERENCES 
See (42). 
427 
NOTES 
CD- 12.07 
CHIMNEYS, TOWERS AND 
CYLINDRICAL HOLLOWCOLUMNS. 
CIRCULAR SLAB FOUNDATIONS 
See detail A 
\ 
\ 
Special chair 
----\ 
(See CD-01.06) 
ELEVATION 
Construction 
'-----+--
joint 
Blinding 
(See CD-01.01) 
DETAIL A 
428 
CD-12.07 NOTES 
1. RECOMMENDATIONS 
1. See CD - 12.02 for general cover specifications. 
2. See CD - 01.06 for cover specifications for the foundation. 
3. See CD - 01.01 for the wall springing at foundation level. 
4. See CD - 01.05 and CD - 01.06 for the reinforcement in the circular foundation. 
5. See 1.2 and 1.3 for descriptions of how to tie bars and place spacers. 
2. STATUTORY LEGISLATION 
None in place. 
3. RECOMMENDED ALTERNATIVE CODES 
See ACI 307-88 (41). 
4. SPECIFIC REFERENCES 
See (42). 
429 
CD- 12.08 
06 to S1 
/(M~asured on 
; outer edge) 
DETAIL A 
Blinding 
CHIMNEYS, TOWERS AND 
CYLINDRICAL HOLLOW COLUMNS. 
ANNULAR FOOTINGS 
ELEVATION 
3071 h 
i 
' 
DETAIL B 
The 0 5 reinforcing bars are placed circumferentially 
The 0 6 reinforcing bars are placed radially 
HOOK 
(See CD-01.01) 90° BEND 
DETAIL C 
STIRRUPS 
430 
CD-12.08 
1. RECOMMENDATIONS 
1. See CD - 12.02 for general cover specifications. 
2. r1 = 2.5 cm. 
r2 = 2.5 cm + <j>6• 
r3 = 7.5 cm if the concrete is poured directly against the soil. 
r4=r3+<l>s· 
r5 = 2.5 cm ~ <j>6. 
rs s <l>s· 
3. The top is smoothed with floats or a power float. 
NOTES 
4. The horizontal joints should not be smoothed, for a rough surface such as is generated by the vibrator is 
needed. They should be cleaned and moistened and their surface allowed to dry before concrete pouring is 
resumed. 
5. See 1.2 and 1.3 for descriptions of how to tie bars and place spacers. 
2. STATUTORY LEGISLATION 
None in place. 
3. RECOMMENDED ALTERNATIVE CODES 
See ACI 307-88 (41). 
4. SPECIFIC REFERENCES 
See (12) and (42). 
431 
CD - 12.09 
100 mm 0 
pipe 
plastic 
CHIMNEYS, TOWERS AND CYLINDRICAL HOLLOW 
COLUMNS. PLASTIC WATER INFLOW PIPES IN 
SUBMERGED HOLLOW COLUMNS 
A f-i 
2012 
I 
;f'_ .~ II 
'\_ .,J 
~ 
I~ 2012 
A ._J 
ELEVATION 
432 
0 
12 mm0 
off cuts 
SECTION A-A 
CD-12.09 NOTES 
1. RECOMMENDATIONS 
1. See CD - 12.02 for general cover specifications. 
2. The plastic pipes should be stiff and thick enough to withstand the pressure of fresh vibrated concrete without 
warping. They should be provisionally lidded to prevent the concrete or grout from flowing inside during con­
crete placement. 
3. In columns in rivers or reservoirs, the pipes should preferably be placed on the downstream side to reduce the 
risk of clogging due to substances carried by the water. 
4. See 1 .2 and 1.3 for descriptions of how to tie bars and place spacers. 
2. STATUTORY LEGISLATION 
None in place. 
3. RECOMMENDED ALTERNATIVE CODES 
See ACI 307-88 (41). 
4. SPECIFIC REFERENCES 
See (42). 
433 
CD- 12.10 CHIMNEYS, TOWERS AND CYLINDRICAL HOLLOW 
COLUMNS. REINFORCEMENT LAPS 
REINFORCEMENT LAP 
@ VERTICAL BARS 
l 
Maximum percentage of 
lapped bars in the same 
horizontal section: 
33% 
AR. Vertical centre-to-centre 
distance between lap 
series: 
- - - I- - f-- -- f----- --·- ·-· ·--·· ~ 
v 
ELEVATION 
@ HORIZONTAL BARS 
I lii21~2 i L~2 I lii2 i lii2 I 
' I 
I I I 
I ' 
ELEVATION 
A T 
v 
434 
Maximum percentage of 
lapped bars in the same 
vertical section: 
33% 
AR. Horizontal centre-to-centre 
distance between lap 
series: 
CD - 12.10 NOTES 
1. RECOMMENDATIONS 
1. Cantilevered bars should be duly stiffened during construction to prevent oscillation under wind action, which 
would break the bond with the concrete. 
2. The specified spacing refers to both the inner and outer sides. 
3. Laps may concur on the two sides. 
4. See Recommendation 4 in CD - 12.02 for construction joints. 
5. See 1.2 and 1.3 for descriptions of how to tie bars and place spacers. 
2. STATUTORY LEGISLATION 
None in place. 
3. RECOMMENDED ALTERNATIVE CODES 
See ACI 307-88 (41). 
4. SPECIFIC REFERENCES 
See (42). 
435 
Group 13 
Silos, caissons and rectangular 
hollow columns 
CD - 13.01 
SILOS, CAISSONS AND RECTANGULAR HOLLOW 
COLUMNS. SILO SECTIONS 
\ ~ 
- ___,<\ See CD-12.03 
See@ 
---~I'. 
I 1....----'-'-'T--\----'-'----. 
~ I _ _,/ 
ELEVATION 
£ 
~ ./" 
"~ 
'\. 
\\ 
Possible bar \ 
for slipform \ 
@ CIRCULAR SILO 
\ 
\ \LeJ 
\ 3 
\ 
Eventual bar \ 
for slip form . 
@ CIRCULAR SILO 
~ 
~ 
"' 
,# 
v, 
I 
7 \§pacer 
@ RECTANGULAR SILO @ FOOTING 
438 
Construction 
joint 
(See CD-01.01) 
CD - 13.01 
1. RECOMMENDATIONS 
1. r1 = 2.5 cm or 3 cm, depending on the case (see EC2, Table 4.1 ), 
but always ~ <j>2 . 
r2 ~ <1>1· 
r3 = 2.5 cm or 3 cm, depending on the case (see EC2, Table 4.1 ), 
but always ~ <j>4• 
r4 ~ <1>3· 
2. See the recommendations in CD - 12.03 for the roof slab. 
3. See CD - 01.01 for the wall springing at foundation level. 
4. See 1.2 and 1.3 for descriptions of how to tie bars and place spacers. 
2. STATUTORY LEGISLATION 
See EC2 (5). 
3. RECOMMENDED ALTERNATIVE CODES 
See ACI 313 (43) and ACI 350.2R (44). 
439 
NOTES 
CD- 13.02 
0 
SILOS, CAISSONS AND RECTANGULAR HOLLOW 
COLUMNS. INTERSECTIONS AND CONNECTIONS 
(Horizontal Sections) (1 of 2) 
INTERSECTION IN CIRCULAR SILOS 
® 
CORNERS OF RECTANGULAR SILOS 
r -04 
04 
04 
03 
04 #2 
# 
0/1 r2 
~~~~~~# 
~~~~~0# 
02 1 r3 r4 -01 02 r3 r4 
02 
§ 
04 
02 
r1 r2 
# 
# 
02 r3 r4 
440 
CD- 13.02 NOTES 
1. RECOMMENDATIONS 
1. See CD - 13.01 for general cover specifications. 
2. In details C-1 and C-2, the angled «1>2 bars overlap with the straight «1>2 bars along their lap length. 
3. L1 is the $5 bar lap length and L2 is the $2 bar lap length. 
L3 is the lap length in the larger of the reinforcing bars, $4 or $6, and L4 is the lap length in the larger of the «1>2 
or $6 bars. 
4. Diameter $6 is equal to the larger of $2 or $4 • 
5. L5 is the $6 bar lap length. 
6. See 1.2 and 1.3 for descriptions of how to tie bars and place spacers. 
2. STATUTORY LEGISLATION 
See EC2 (5). 
3. RECOMMENDED ALTERNATIVE CODES 
See ACI 313 (43) and ACI 350.2R (44). 
441 
CD- 13.02 
SILOS, CAISSONS AND RECTANGULAR HOLLOW 
COLUMNS. INTERSECTIONS AND CONNECTIONS 
(Horizontal Sections) (2of2) 
CONNECTION IN RECTANGULAR SILOS (Horizontal Sections) 
_s~pacer. 0 6 
442 
CD- 13.02 NOTES 
1. RECOMMENDATIONS 
1. See CD - 13.01 for general cover specifications. 
2. In details C-1 and C-2, the angled $2 bars overlap with the straight $2 bars along their lap length. 
3. L1 is the $5 bar lap length and L2 is the $2 bar lap length. 
L3 is the lap length in the larger of the reinforcing bars, $4 or <j>6, and L4 is the lap length in the larger of the <j>2 
or <j>6 bars. 
4. Diameter <j>6 is equal to the larger of $2 or <j>4 • 
5. L5 is the <j>6 bar lap length. 
6. See 1.2 and 1.3 for descriptions of how to tie bars and place spacers. 
2. STATUTORY LEGISLATION 
See EC2. 
3. RECOMMENDED ALTERNATIVE CODES 
See ACI 313 (43) and ACI 350.2R (44). 
443 
CD- 13.03 
SILOS, CAISSONS AND RECTANGULAR HOLLOW 
COLUMNS. PLASTIC WATER INFLOW PIPES IN 
SUBMERGED COLUMNS 
100 mm 0 plastic 
A~ 
/pipes 
~ 
~ I/ ~ 
I 
-,.. fe12 
! / 
-,.. 
r;~, 
' ~ __.} ' / 
/ 
/ \ 
' / 
\ 12mm0 
~-
off cuts 
; ' \ 
\ 2012 
-~ ~~ 
~ 
~ ~ 
A~ 
ELEVATION SECTION A-A 
444 
CD-13.03 NOTES 
1. RECOMMENDATIONS 
1. See CD - 13.01 for general cover specifications. 
2. The plastic pipes should be stiff and thick enough to withstand the pressure of fresh vibrated concrete without 
warping. They should be provisionally lidded to prevent the concrete or grout from flowing inside during concrete 
placement. 
3. In columns in rivers or reservoirs, the pipes should preferably be placed on the downstream side to reduce 
the risk of clogging due to substances carried by the water. 
4. See 1.2 and 1.3 for descriptions of how to tie bars and place spacers. 
2. STATUTORY LEGISLATION 
See EC2 (5). 
445 
CD - 13.04 
ELEVATION 
PLAN 
DETAIL A 
SILOS, CAISSONS AND RECTANGULAR HOLLOW 
COLUMNS.HOPPERS 
See detail A x I 
I 
\ I 
" J I f------""'~ 
-~~Se~ilB 
See CD-01.21 
Columns supporting 
the hopper 
446 
HOPPER SECTION 
DETAIL B 
CD - 13.04 NOTES 
1. RECOMMENDATIONS 
1. See Group 05 for beam reinforcement cover specifications. 
2. See Group 06 for slab reinforcement cover specifications. 
3. See CD - 01-21 for the column springing. 
4. See 1.2 and 1.3 for descriptions of how to tie bars and place spacers. 
2. STATUTORY LEGISLATION 
See EC2 (5). 
3. RECOMMENDED ALTERNATIVE CODES 
See ACI 313 (43) and ACI 350.2R (44). 
447 
CD- 13.05 
SILOS, CAISSONS AND RECTANGULAR HOLLOW 
COLUMNS. FOUNDATIONS 
0 
(See CD-12.07) 
@ INDIVIDUAL FOOTING WITH 
CIRCULAR SLAB 
()() 
00 
00 
0() 
(See CD-12.08) 
@ INDIVIDUAL FOOTING WITH 
ANNULAR SLAB 
OCJ 
00 
()0 
00 (See CD-01.21) 
@ GROUP OF SILOS WITH COMMON SLAB FOUNDATION 
448 
CD-13.05 NOTES 
1. RECOMMENDATIONS 
1. See CD - 01.05, CD - 01.06, CD - 12.07 and the respective recommendations for circular slab foundations. 
2. See CD -12.08 and the respective recommendations for annular foundations. 
3. See CD - 01.21 and the respective recommendations for foundation slabs. 
2. STATUTORY LEGISLATION 
See EC2 (5). 
3. RECOMMENDED ALTERNATIVE CODES 
See ACI 313 (43) and ACI 350.2R (44). 
449 
CD-13.06 SILOS, CAISSONS AND RECTANGULAR HOLLOW 
COLUMNS. REINFORCEMENT LAPS 
r-r{ 
7" 
lii1 
lii1 
lii1 
lii1 ' 
~?" 
-
-
-
lii1t 
~ 
T 
·-
-
- -
-
1-- I- -
A 
v 
REINFORCEMENT LAP 
@ VERTICAL BARS 
~ 
-~·- - ~ - - - - ~ ~ -- -
f-- - 1-- - f-- ,~ ~ - --
I-- --- f -- - ~ - ~ 
~ 
ELEVATION 
~ 
~ 
~·-
~ 
" 
A 
@ HORIZONTAL BARS 
L L L I L 
r2 i b2
1 
b2 
1 
'-b2
1 
b2
1 
I i 
ELEVATION 
-
I" 
450 
'""""'" 
~ 
-+----------
-·-·--
I~ 
"' ~ 
1~7 
Maximum percentage of 
lapped bars in the same 
horizontal section: 
33% 
A R. Vertical centre-to-centre 
distance between lap 
series: 
2Lb1 
2Lb1 
Construct ion 
joint 
Maximum percentage of 
lapped bars in the same 
vertical section: 
33% 
AR. Horizontal centre-to-centre 
distance between lap 
series: 
CD- 13.06 NOTES 
1. RECOMMENDATIONS 
1. Cantilevered bars should be duly stiffened during construction to prevent oscillation under wind action, which 
would break the bond with the concrete. 
2. The spacing specified refers to both the inner and outer sides. 
3. Laps may concur on the two sides. 
4. See Recommendation 4 in CD - 12.02 for construction joints. 
5. See 1.2 and 1.3 for descriptions of how to tie bars and place spacers. 
2. STATUTORY LEGISLATION 
See EC2 (5). 
3. RECOMMENDED ALTERNATIVE CODES 
See ACI 313 (43) and 350.2R (44). 
451 
Group 14 
Reservoirs, tanks and swimming pools 
CD- 14.01 
RESERVOIRS, TANKS AND SWIMMING POOLS. 
RECTANGULAR OPEN TANKS. GENERAL DETAILS 
See detail A 
See detail C --------------/ ---
0 ---"\ 
\--1 
i \ 
L1I \ 
I 
; 
0 ___ _/ 1 1 1 L. ~gon!)truction joint 
1 --++-- --j-. -r2 . 
DETAIL A 
Blin~ing (7cm) 
~" 
DETAIL D 
------------/ ' 
See detail B 
/ 
See detail D 
Construction joint 
DETAIL B 
See@@@ in CD-05.02 
I Construction joint 
l -- 01 
il4 02 ~\ 
\ \, 
\ 
DETAILC 
I 
454 
See CD-01.01 
Construction joint 
Chair 
Blir:)ding (7 cm) 
Compacted subgrade 
CD-14.01 
1. RECOMMENDATIONS 
1. Covers: 
r, = 7.5 cm if the concrete is poured directly against the soil. 
r2 2 <1>2· 
r3 = 2.5 cm 2 <j>4 • 
r4 :::; <1>3· 
r5 = 3 cm 2 <j>5 . 
r6 = 3 cm. 
r7 = 3 cm. 
2. L, is the lap length of the thicker of the <!>, or <j>5 bars. 
3. L2 is the lap length of the vertical bars. 
4. r8 = 5 cm. 
r9 = 3 cm 2 <j>1• 
NOTES 
5. The tops are smoothed with a float or power float. The bottom is smoothed with a vibrating screed. This is 
why a 5 cm cover is needed. Otherwise, the vibrating screed would cause the coarse aggregate to rise up 
over the transverse reinforcement, making it difficult to smooth the surface. 
6. The blinding is floated or smoothed with a power float. 
7. A rough surface such as is generated by vibration is needed in the construction joints. These joints should 
be cleaned and moistened and their surface allowed to dry before concrete pouring is resumed. 
8. See CD - 14.08 for the use of waterstops where watertightness is desired. 
9. See 1 .2 and 1 .3 for descriptions of how to tie bars and place spacers. 
2. STATUTORY LEGISLATION 
See EC2 (5). 
3. RECOMMENDED ALTERNATIVE CODES 
See ACI 318-08 (22). 
455 
CD- 14.02 
,,,------
02~ 
i 
I 
i 
01 
02 
See detail B 
RESERVOIRS, TANKS AND SWIMMING POOLS. 
CIRCULAR OPEN TANKS. GENERAL DETAILS 
03 
.. _04 
03 
DETAIL A 
03 
Construction joint Chair 
Blinding (7 cm) / I 
Compacte~ _s_':'.lb_g_r~-~~/ 
Construction joint t--
T 
L3I Chair 
I ~J, 
i~~~f-.>-~~~r--_,..__,,_~--1-~~-r---+--~ 
DETAIL B 
456 
\ 
Compacted subgrade \ 
CD - 14.02 NOTES 
1. RECOMMENDATIONS 
1. See CD -14.01 for cover specifications. 
2. L3 is the <1>1 bar lap length. 
3. L4 is the <j>4 bar lap length. 
4. See wall crown detail in CD - 02.03. for the value of <j>4 (detail A), which depends on the height of the tank. 
5. The top is smoothed with a float or power float. The bottom is smoothed with a vibrating screed. This is why 
a 5 cm cover is needed. Otherwise, the vibrating screed would cause the coarse aggregate to rise up over 
the transverse reinforcement, making it difficult to smooth the surface. 
6. A rough surface such as is generated by vibration is needed in the construction joints. These joints should 
be cleaned and moistened and their surface allowed to dry before concrete pouring is resumed. 
7. See CD -14.08 for the use of waterstops where watertightness is desired. 
8. See 1.2 and 1.3 for descriptions of how to tie bars and place spacers. 
2. STATUTORY LEGISLATION 
See EC2 (5). 
3. RECOMMENDED ALTERNATIVE CODES 
See ACI 318-08 (22). 
457 
CD- 14.03 
1-1L2 
~ 
RESERVOIRS, TANKS AND SWIMMING POOLS. 
ROOFED RESERVOIRS AND TANKS. 
GENERAL DETAILS 
Slope 2% 
Co~~!r~~!~C>l1 joint 
01 03 
,,,-------
See CD-01.01 
for general details 
Construction j()int 
Chair 
~ 
{I I 
~ 
~:r~~~~~~~~S~p~acer 
/ ', ' ' ", ' ', ' ' ' ', ' ', ' '· i ~', '; ', ', ', ', ', ', "', ', ', ', ', 
See <::;(?~_Q~:_Q_~_for anchorage / / Blindin9 (7 cm) ~c~e~~~bgrade 
@ EDGEWALL 
See CD-04.02 
for connec-t-io-n-to-sl-ab ~ ,,----. , 
See CD-04.02 
~Construction join! 
Construction joint 
Chair 
@ INTERMEDIATE WALL 
458 
CD- 14.03 NOTES 
1. RECOMMENDATIONS 
1. See CD - 14.01 for cover specifications. 
2. L1 is the lap length of the thicker of the $1 or $2 bars. 
3. L2 is the $1 bar lap length. 
4. L3 is the $3 bar lap length. 
5. L4 is the lap length of the thicker of the $1 or $3 bars. 
6. The tops are smoothed with a float or power float. The bottom is smoothed with a vibrating screed. This is 
why a 5 cm cover is needed. Otherwise, the vibrating screed would cause the coarse aggregate to rise up 
over the transverse reinforcement, making it difficult to smooth the surface. 
7. A rough surface such as is generated by vibration is needed in the construction joints. These joints should 
be cleaned and moistened and their surface allowed to dry before concrete pouring is resumed. 
8. See CD - 14.08 for the use of waterstops where watertightness is desired. 
9. See 1.2 and 1.3 for descriptions of how to tie bars and place spacers. 
2. STATUTORY LEGISLATION 
See EC2 (5). 
3. RECOMMENDED ALTERNATIVE CODES 
See ACI 318-08 (22). 
459 
CD-14.04 RESERVOIRS, TANKS AND SWIMMING POOLS. 
CORNER DETAILS (1 of 2) 
® ® 
02 04 02_ 04 
04 
(06 02 
L3 
06 
05 05 !-------------~ ~~1 L4 
© 
460 
CD-14.04 NOTES 
1. RECOMMENDATIONS 
1. See CD - 14.01 for cover specifications. 
2. In details A and B, the <1>2 angled bar overlaps with the <1>2 straight bars along their lap length. 
3. L1 is the $8 bar lap length. 
4. L2 is the $6 bar lap length. 
5. L3 is the lap length in the larger of the $4 or $6 reinforcing bars; L4 is the lap length inthe larger of the <1>2 or $6 
bars. 
6. Diameter $6 is equal to the larger of <1>2 or $4 . 
7. See 1.2 and 1.3 for descriptions of how to tie bars and place spacers. 
2. STATUTORY LEGISLATION 
See EC2 (5). 
3. RECOMMENDED ALTERNATIVE CODES 
See ACI 318-08 (22). 
461 
CD-14.04 
RESERVOIRS, TANKS AND SWIMMING 
POOLS. INTERSECTION DETAILS (2 of 2) 
@ 
® 
® 
462 
CD-14.04 NOTES 
1. RECOMMENDATIONS 
1. See CD - 14.01 for cover specifications. 
2. In details A and B, the $2 angled bar overlaps with the $2 straight bars along their lap length. 
3. L1 is the $8 bar lap length. 
4. L2 is the $6 bar lap length. 
5. L3 is the lap length in the larger of the $4 or $6 reinforcing bars; L4 is the lap length in the larger of the $2 or $6 
bars. 
6. Diameter $6 is equal to the larger of $2 or <j>4 • 
7. See 1.2 and 1.3 for descriptions of how to tie bars and place spacers. 
2. STATUTORY LEGISLATION 
See EC2 (5). 
3. RECOMMENDED ALTERNATIVE CODES 
See ACI 318-08 (22) 
463 
CD- 14.05 RESERVOIRS, TANKS AND SWIMMING POOLS. 
JOINTS AND BEARINGS IN WALLS 
•See CD-02.09 for contraction joints in walls 
• See CD-02.10 for expansion joints in walls 
~-~~--©_(_ID@_ 
in CD-05.01 
Chair r---
1 
Compressible fill Elastomer bearing 
Waters to 
DETAIL A 
ROOF -WALL SLIDE BEARING 
Elastomer bearing 
Nominal assembling 
reinforcement \g'fj'cuts 
DETAIL B 
WALL- FOUNDATION SLIDE BEARING 
DETAIL C 
WALL-FOUNDATION SLIDE BEARING 
464 
CD - 14.05 NOTES 
1. RECOMMENDATIONS 
1. See CD - 09.02 and CD - 09.03 for elastomer bearing placement. 
2. See CD - 02.09 and CD - 02.1 O for waterstop placement. 
3. Detail C may only be used when the weight of the wall can ensure the effectiveness of the seal. 
2. STATUTORY LEGISLATION 
See EC2 (5). 
465 
CD - 14.06 
Chair 
Blindin 
Chair 
Blinding 
Chair 
RESERVOIRS, TANKS AND SWIMMING POOLS. 
CONTRACTION AND EXPANSION JOINTS 
IN SLABS ON GRADE 
Induced crack 
Joint, cut and sealed 
4 cm r1 
@ CONTRACTION JOINT 
Sealing joint 
Compacted subgrade 
@ EXPANSION JOINT (VARIATION 1) 
Sealin ·oint 
Waterstop / 
@ EXPANSION JOINT (VARIATION 2) 
466 
CD - 14.06 NOTES 
1. RECOMMENDATIONS 
1. Covers: 
r1 = 5 cm. (Since the slab is to be finished with a vibrating screed, if a thinner cover were used, the gravel 
would rise up over the transverse wires to the detriment of the finish.) 
r2 = 3 cm ~ <j> (diameter of the bottom bar). 
2. The blinding is floated or smoothed with a power float. 
3. The area around the waterstops must be vigorously and meticulously vibrated. 
4. The watertight band is difficult to position correctly with expansion joint type B. 
2. STATUTORY LEGISLATION 
See EC2 (5). 
467 
CD- 14.07 RESERVOIRS, TANKS AND SWIMMING POOLS. 
JOINTS IN WALLS 
•See CD-02.09 for contraction joints 
•See CD-02.10 for expansion joints 
DISTRIBUTION OF CONTRACTION JOINTS 
Wall1 
Wall3 Wall2 
\~ 
\ ~~~~~~~~~~~~~~~~~~~~--""---~~~~~~~~ I 
I I 
I 
I 
I 
I 
I 
I 
I 
I 
I I I I I I I 
>--- - - - -1- - - - - I - - - - -1- - - - -1- - - - - I - - - - -1- - - - -1- - - - - -
PLAN 
WALL 1 
WALL2 
I I I I I I 
I I I I I I 
I I I I I I 
I I I I I I 
I I I I I I 
I I I I I I 
I I I I I I 
I I I I I I 
I I I I I I 
See CD-02.10 
(max. 7.5m) 
-1 
468 
Wall1 
WALL3 
CD- 14.07 
1. RECOMMENDATIONS 
1. See CD-14.06. 
2. STATUTORY LEGISLATION 
None in place. 
NOTES 
469 
CD- 14.08 
L1 ! 
Construction I 
jOlnr-
01 G?J~-
05 
Construction 
joint \ 
L1 
01 05 
RESERVOIRS, TANKS AND SWIMMING POOLS. 
SPECIFIC DETAILS FOR IMPROVING 
CONSTRUCTION JOINT WATERTIGHTNESS 
® 
Waterstop 
05 04 Chair /1 ;- 1--
~;;;;;r=;;;'====t;r=~~==;;====;=~i===ce;==j ==t 5 cm 
07 
Waterstop 
04 
;-
Blinding / , \ / 0u 
470 
® 
05 Chair 
r-
\_qJ_1_ \ 
\ Compactedsubgrade 
CD-14.08 NOTES 
1. RECOMMENDATIONS 
1. See CD - 14.01 for cover and lapping specifications. 
2. The area around the waterstops must be vigorously and meticulously vibrated. 
3. See CD - 02.09 and CD - 02.10 on securing the watertight band during concrete pouring. 
4. The blinding is floated or smoothed with a power float. 
5. A rough surface such as is generated by vibration is needed in the construction joints. These joints should 
be cleaned and moistened and their surface allowed to dry before concrete pouring is resumed. 
6. See 1.2 and 1.3 for descriptions of how to tie bars and place spacers. 
2. STATUTORY LEGISLATION 
See EC2 (5). 
471 
Group 15 
Special construction details 
for earthquake zones 
CD - 15.01 SUMMARY OF BASIC ASPECTS 
1. Eurocode 8 (EN 1998-1 ): Design of structures for earthquake resistance - Part 1: General rules, seismic 
actions and rules for buildings (hereinafter EC8) (4) is the one that is relevant to Group 15. 
EC8 (Part 1) is supplemented by the following Parts: 
• EN 1998-2 contains specifications for bridges. 
• EN 1998-3 contains specifications for seismic assessment and retrofitting of existing buildings. 
• EN 1998-4 contains specifications relevant to silos, tanks and pipelines. 
• EN 1998-5 contains specifications relevant to foundations, retaining structures and geotechnical aspects. 
• EN 1998-6 contains specifications relevant to towers, masts and chimneys. 
2. SEISMIC ZONES 
For the purposes of EC8, the national authorities will have to subdivide their territory into seismic zones. 
For most applications of EC8, the hazard is described in terms of a single parameter, which is the peak accelera­
tion value A8R. 
In cases of low seismicity, simplified calculation procedures may be used for certain structures. This information 
is included in each country's National Annex. 
In cases of vel}' low seismicity, application of the specifications in EC8 is not required. This information is also 
included in each country's National Annex. 
3. SEISMIC MEMBERS 
EC8 makes a distinction between: 
• Primal}' seismic members. Members considered to form part of the structural system that withstands the seismic 
action. 
• Secondal}' seismic members. Members that are not considered to form part of the structural system that with­
stands the seismic action and whose strength and rigidity is diminished by these effects. 
4. CRITICAL REGIONS 
This is the zone of a primary seismic member that is subject to the most adverse combination of action effects 
possible and where plastic hinges could form. 
5. MATERIALS 
• Steel reinforcement. In primary seismic elements, the steel reinforcement must be class B or C, as specified in 
EC2, Table C.1. 
• With the exception of closes, stirrups and cross-ties, only corrugated bars should be used as reinforcing in critical 
regions of primary seismic elements. 
• Wire meshes may be used if they have ribbed wires and are class B or C. 
• Concrete. Concrete lower than C 16/20 may not be used in primary seismic elements. 
474 
CD - 15.01 NOTES 
1. RECOMMENDATIONS 
1 . Some countries of the European Union have not published their National Annexes yet. 
2. Some countries of the European Union have territorial zones located on other continents. 
3. AR. The requirement of C 16/20 concrete appears to be very modest. A lower limit of C 20/25 would be 
preferable. 
2. STATUTORY LEGISLATION 
See EC2 (5) and EC8 (4). 
475 
CD-15.02 GEOMETRICAL CONSTRAINTS 
1. BEAMS 
1.1 Eccentricity of joints: the value of e (Figures 1 and 2) between the axes of the columns and the beams must 
be limited to: 
e 
Slab 
Figure 
+ 
Soffit 
beam 
Figure 2 
Slab 
where be is the longest dimension of the cross-section of the column perpendicular to the beam axis. 
AR. It is understood that this limitation must be fulfilled on the two pillars that are joined to the beam 
(e1 and e2 in Figures 1 and 2). 
1.2 To take into account the favourable effect of the column compression on the bond of the horizontal bars 
passing the joints (Figure 3), the width bw of a primary seismic beam must satisfy the following condition: 
bw :s: min. {be+ hw; 2be} 
Figure 3 
wherebe has already been defined in the previous clause 
hw is the depth of the beam. 
2. COLUMNS 
2.1 Unless 8 :s: 1, the dimensions of the cross-section of primary seismic columns must not be less than one-tenth 
of the greatest distance between the points of inflection of the deformed axis of the column and the ends of the 
column. 
3. DUCTILE WALLS 
The thickness of the web, bwo' in meters, must fulfil the following condition: 
bwo ~ max. { 0.15, h. /20} 
where h. is the free floor height, in metres. 
476 
CD-15.02 
1. RECOMMENDATIONS 
1. The angle e is the inter-storey drift resistivity coefficient. See EC-8 (4). 
2. STATUTORY LEGISLATION 
See EC2 (5) and EC8 (4). 
3. RECOMMENDED ALTERNATIVE CODES 
See Chapter 21 in ACI 318-08 (22). 
477 
NOTES 
CD- 15.03 PARTICULAR ASPECTS OF DETAILING 
(1 of 2) 
1. BEAMS 
1.1 The regions of a primary seismic beam at a distance fer = hw (where hw is the depth of the beam) from the 
end section where the beam joins to a beam or column joint, as well as on both sides of any section that is 
susceptible to yielding in the seismic design situation, must be considered to be critical regions. 
1.2 Unless more detailed studies of the local ductility requirements are done, they could, in a simplified 
manner, be considered to be fulfilled on both flanges of the beam, provided that the following requirements 
are met. 
• In the compressed reinforcing zone, there is at least half of the reinforcing installed in the tension zone. 
(This is apart from the compression reinforcing needed to satisfy the U.L.S.). 
• The reinforcement ratio of the tension zone, p, does not reach the value 
, 0.0018 fed 
Pmax =p +--·-
µ, Esy,d fyd 
where the reinforcement ratios of the tension zone and compression zone, p and p' are both normalised 
to bd, where: 
b is the width of the compression flange of the beam. 
Esy.d is the design value of steel strain at yield 
µ0 is the curvature ductility factor. 
• Along the entire length of the beam, the reinforcement ratio of the tension zone, p, must not be less than 
the following value: 
Pmin = 0.5 (fetm J 
fyk 
• Within the critical regions of primary seismic beams, the stirrups must fulfil the following requirements: 
(a) the diameter must not be less than 6 mm; 
(b) the spacings, of stirrups, in mm, must not exceed the following value: 
S =min. { hw I 4; 24 dbw; 225; 8dbL} 
where 
dbL is the diameter of the narrowest longitudinal bar 
hw is the beam depth in mm 
dbw is the stirrup diameter in mm; 
(c) the first stirrup will not be more than 50 mm from the end surface on the beam (Figure 4). 
Figure 4 
2. COLUMNS. DETAILING OF PRIMARY SEISMIC COLUMNS FOR LOCAL DUCTILITY 
2.1 The total longitudinal reinforcement ratio, p1 , must be between 0.01 and 0.04. In members with symmetrical 
cross-sections, the reinforcing must also be symmetrical (p = p'). 
2.2 At least one intermediate bar must be installed on each side of the piece to ensure the integrity of the beam­
column joints. 
2.3 The regions at a distance £er from the ends of a primary seismic column must be considered to be critical regions. 
2.4 In the absence of more precise calculations, the length of the critical region £er (in metres) can be calculated 
based on the following equation: 
478 
CD- 15.03 
1. RECOMMENDATIONS 
1. In most cases, condition 1.2 prevents the use of soffit beams in seismic zones. 
2. STATUTORY LEGISLATION 
See EC2 (5) and EC8 (4). 
3. RECOMMENDED ALTERNATIVE CODES 
See Chapter 21 in ACI 318-08 (22). 
479 
NOTES 
CD- 15.03 PARTICULAR ASPECTS OF DETAILING 
(2 of2) 
where 
he is the longer dimension of the column's cross-section (in metres) 
fe1 is the clear length of the column (in metres). 
2.5 If fe/he < 3, the entire height of the column must be considered to be critical and reinforced accordingly. 
2.6 In confinement of columns, a minimum value of cowd equal to 0.08 must be provided in the critical zone at the 
base of the primary seismic columns. The value of cowd is given by the equation 
volume of confining hoops fyd co - -
wd - volume of concrete core ·fed 
be 
A 
' 
A 
' Figure 5 
2.7 The spacing, s, of the hoops (in mm) must not exceed the value 
s =min. {b0 /2; 175; 8dbL} 
where 
b0 (in mm) is the minimum dimension of the concrete core 
dbL is the diameter of the narrowest longitudinal bar. 
2.8 The distance between consecutive longitudinal bars engaged by hoops or cross-ties must not exceed 
200 mm. 
3. DUCTILE WALLS 
3.1 The height of the critical region, above the base of the wall, can be estimated by applying the equation: 
where 
but 
fw is the length of the wall cross-section 
hw is the height of the wall 
l2fw 
h < 
er - { hs for n s 6 storeys 
2h5 for n ::=: 7 storeys 
where hs is the open height between floors. 
3.2 Premature web shear cracking of walls shall be prevented by providing a minimum ratio of web reinforce­
ment: Ph.min = Pv.min = 0.002. 
3.3 The web reinforcement should be provided in the two grids of bars, one at each face of the wall. The grids 
should be connected by cross-ties spaced about 500 mm apart. 
3.4 Web reinforcement must have a diameter of not less than 8 mm, but not greater than one-eighth of the width 
of the wall. Spacing must not exceed 250 mm or 25 times the diameter of the bars, whichever is less. 
480 
CD-15.03 
1. RECOMMENDATIONS 
1. In most cases, condition 1.2 prevents the use of soffit beams in seismic zones. 
2. STATUTORY LEGISLATION 
See EC2 (5) and EC8 (4). 
3. RECOMMENDED ALTERNATIVE CODES 
See Chapter 21 in ACI 318-08 (22). 
481 
NOTES 
CD- 15.04 COUPLING ELEMENTS IN COUPLED WALLS 
1. COUPLING ELEMENTS OF COUPLED WALLS 
D 
D 
D 
D 
D 
D 
Figure 6 
1.1 Wall coupling using just the floor slabs is not effective in the case of seismic zones (Figure 6). 
1.2 To ensure against prevailing flexure mode of failure, it is necessary that 
i.:::: 3 
h 
1.3 When diagonal reinforcing is used, it should be arranged in column-like elements with side lengths at 
least equal to 0.5 bw; its anchorage length should be 50 per cent greater than the value required by EC2 
(Figure 7). 
E 
0 
~o 
·;:: N 
O> 0 -No 
II ..-
0::: lSl 
< c:: .E 
AR.= 2 016 min. 
h 
AR.= 2 016 min. 
Figure 7 
Hoops should be provided around these column-like element to prevents buckling of the longitudinal bars. 
482 
CD - 15.04 
1. RECOMMENDATIONS 
None. 
2. STATUTORY LEGISLATION 
See EC2 (5) and EC8 (4). 
3. RECOMMENDED ALTERNATIVE CODES 
See Chapter 21 in ACI 318-08 (22). 
NOTES 
483 
CD-15.05 REINFORCEMENT ANCHORAGE 
1. COLUMNS 
1.1 When designing the length of the lap of the main reinforcing bars of a column, A •. ,./As.prov shall be assumed to 
be 1. 
1.2 If, in the seismic design situation, the axial force on a column is tensile, the anchorage lengths must be 
increased by 50 per cent with respect to the values specified in EC2. 
2. BEAMS 
2.1 The part of the longitudinal reinforcing of the angle beam at the joints to anchor it must always be inside the 
corresponding column hoops. 
2.2 If it is not possible to fulfil the anchorage lengths specified in EC8, 5.6.2.2. P (4) on the outside of the beam­
column joint, one of the solutions shown in Figure 8 may be adopted. 
he 
-.-.-I __,t---1 I I 
he 
~_I_ 
IL i---------· 
/ 
' --
&/ ~---\Ji 
-""-
I' ---------· 
~ A 
(a) (b) (c) 
A Anchor plate 
B Hoops around column bars 
Figure 8 
484 
CD-15.05 NOTES 
1. RECOMMENDATIONS 
1. Specification 1.1 is included to guarantee that the bars reach their yield point in the failure of the structure. 
2. STATUTORY LEGISLATION 
See EC2 (5) and EC8 (4). 
3. RECOMMENDED ALTERNATIVE CODES 
See Chapter 21 in ACI 318-08 (22). 
485 
CD - 15.06 SPLICING OF BARS 
1. Welded laps should not be located inside critical regions of elements. 
2. Mechanical couplers can be used in columns and walls if they have been tested and shown to have the nec­
essary ductility. 
3. In addition to fulfilling the specifications in