Worked examples to eurocode 2: volume 1

The introduction of European standards to UK construction is a significant event as, for the first time, all design and construction codes within the EU will be harmonised. The ten design standards, known as the Eurocodes, will affect all design and construction activities as all current British Standards for structural design are due to be withdrawn in 2010. The cement and concrete industry recognised the need to enable UK design professionals to use Eurocode 2, Design of concrete structures, quickly, effectively, efficiently and with confidence. Supported by government, consultants and relevant industry bodies, the Concrete Industry Eurocode 2 Group (CIEG) was formed in 1999 and this Group has provided the guidance for a coordinated and collaborative approach to the introduction of Eurocode 2. As a result, a range of resources are being delivered by the concrete sector (see www.eurocode2.info). The aim of this publication, Worked Examples to Eurocode 2: Volume 1 is to distil from Eurocode 2, other Eurocodes and other sources the material that is commonly used in the design of concrete framed buildings. These worked examples are published in two parts. Volume 2 will include chapters on Foundations, Serviceability, Fire and Retaining walls

The introduction of European standards to UK construction is a significant event as, for the first time, all design and construction codes within the EU will be harmonised The ten design standards, known as the Eurocodes, will affect all design and construction activities as all current British Standards for structural design are due to be withdrawn in 2010

The cement and concrete industry recognised the need to enable UK design professionals to use Eurocode 2, Design of concrete structures, quickly, effectively, efficiently and with confidence Supported by government, consultants and relevant industry bodies, the Concrete Industry Eurocode 2 Group (CIEG) was formed in 1999 and this Group has provided the guidance for a coordinated and collaborative approach to the introduction of Eurocode 2

As a result, a range of resources are being delivered by the concrete sector (see www.eurocode2.info) The aim of this publication, Worked Examples to Eurocode 2: Volume 1 is to distil from Eurocode 2, other Eurocodes and other sources the material that is commonly used in the design of concrete framed buildings

These worked examples are published in two parts Volume 2 will include chapters on Foundations, Serviceability, Fire and Retaining walls.

:\dghpe^]`^f^gml

The original ideas for this publication emanates from the research project `Eurocode 2: Transition from UK to European concrete design standards’, which was led by the BCA and part funded by the DTI under their PII scheme and was overseen by a Steering Group and the CIEG The work has been brought to fruition by The Concrete Centre from early initial drafts by various authors listed

on the inside back cover The concrete industry acknowledges and appreciates the support given

by many individuals, companies and organisations in the preparation of this document These are listed on the inside back cover.

We gratefully acknowledge the authors of the initial drafts and the help and advice given by Robin Whittle in checking the text Thanks are also due to Gillian Bond, Kevin Smith, Sally Huish and the design team at Michael Burbridge Ltd for their work on the production.

The copyright of British Standards extracts reproduced in this document is held by the British Standards Institution (BSI) Permission to reproduce extracts from British Standards is granted by BSI under the terms of Licence No: 2009RM010 No other use of this material is permitted This publication is not intended to be a replacement for the standard and may not reflect the most up-to-date status of the standard British Standards can be obtained in PDF or hard copy formats from the BSI online shop: http://shop.bsigroup.com or by contacting BSI Customer Services for hard copies only:

Tel:+44 (0)20 8996 9001, Email: cservices@bsigroup.com.

ZoZbeZ[e^_khfma^<hg\k^m^;hhdlahiZmppp'\hg\k^m^[hhdlahi'\hfM^e3$ !)"0))-&/)0000

<<BI&)-*

In[ebla^]=^\^f[^k+))2 BL;G201&*&2)-/1*1&1-&0 Ikb\^@khniI

¡FI:&Ma^<hg\k^m^<^gmk^

All advice or information from MPA - The Concrete Centre is intended only for use in the UK by those who will evaluate the significance and limitations of its contents and take responsibility for its use and application No liability (including that for negligence) for any loss resulting from such advice or information is accepted by MPA - The Concrete Centre or its subcontractors, suppliers or advisors Readers should note that the publications from MPA - The Concrete Centre are subject to revision from time

to time and should therefore ensure that they are in possession of the latest version.

Printed by Michael Burbridge Ltd, Maidenhead, UK.

Symbols and abbreviations used in this publication

Aim

Ma^Zbfh_mablin[eb\ZmbhgblmhbeenlmkZm^makhn`aphkd^]^qZfie^lahp;L>G*22+¾*¾* T*V 

!>nkh\h]^+"fZr[^nl^]bgikZ\mb\^mh]^lb`gbg&lbmn\hg\k^m^[nbe]bg`lmkn\mnk^l'Bmblbgm^g]^]

maZm ma^l^ phkd^] ^qZfie^l pbee ^qieZbg ahp \Ze\neZmbhgl mh >nkh\h]^ + fZr [^ i^k_hkf^]'

>nkh\h]^+lmkb\mer\hglblmlh__hnkiZkml!IZkml*¾*%*¾+%+Zg]," T*&-V [nm_hkma^inkihl^lh_

k^jnbk^ l^o^kZe h_ ma^ hma^k k^_^k^g\^l mh aZg]% bg iZkmb\neZk% <hg\bl^ >nkh\h]^ +T.V % pab\a

lnffZkbl^l ma^ kne^l Zg] ikbg\bie^l maZm pbee [^ \hffhger nl^] bg ma^ ]^lb`g h_ k^bg_hk\^]

NA NA NA NA NA

NA NA NA NA

–2 –3 –6

PD6687

1–2 –3 –2

WORKED EXAMPLES

TO EUROCODE 2 VOL 1

CONCRETE INDUSTRY PUBLICATIONS

BS EN 1990 BASIS OF DESIGN

CONCISE EUROCODE 2

HOW TO DESIGN CONCRETE STRUCTURES

www.

Eurocode2 info

RC SPREAD SHEETS

PRECAST DESIGN MANUAL

MANUALS

DETAILERS HANDBOOK

DESIGN

BS EN 13670 EXECUTION OF CONCRETE STRUCTURES

@^g^kZeer% ma^ \Ze\neZmbhgl Zk^ \khll&k^_^k^g\^] mh ma^ k^e^oZgm \eZnl^l bg Zee _hnk iZkml h_

>nkh\h]^ + T*¾-V  Zg]% pa^k^ ZiikhikbZm^% mh hma^k ]h\nf^gml' L^^ ?b`nk^ *'+ _hk Z `nb]^ mh ik^l^gmZmbhg'K^_^k^g\^lmh;L1**) T0V k^_^kmhIZkm*nge^llhma^kpbl^lmZm^]'

@^g^kZeer%ma^Âlbfie^Ã^qZfie^l]^i^g]hg^jnZmbhglZg]]^lb`gZb]l]^kbo^]_khf>nkh\h]^+' Ma^]^kbo^]^jnZmbhglZk^`bo^gbg :ii^g]bq:Zg]ma^]^lb`gZb]l_khfL^\mbhg*.h_<hg\bl^

>nkh\h]^+T.V Zk^k^i^Zm^]bg :ii^g]bq; '

Ma^^qZfie^lZk^bgm^g]^]mh[^ZiikhikbZm^_hkma^bkinkihl^%pab\ablmhbeenlmkZm^ma^nl^h_

>nkh\h]^+_hkbg&lbmn\hg\k^m^[nbe]bg`lmkn\mnk^l'Ma^k^Zk^lbfie^^qZfie^lmhbeenlmkZm^ahp mrib\ZeaZg]\Ze\neZmbhglfb`am[^]hg^nlbg`ZoZbeZ[e^\aZkmlZg]mZ[e^l]^kbo^]_khfma^<h]^' Ma^l^Zk^_heehp^][rfhk^]^mZbe^]^qZfie^lbeenlmkZmbg`ma^]^mZbe^]phkdbg`lh_ma^<h]^l' Bghk]^kmh^qieZbgma^nl^h_>nkh\h]^+%l^o^kZeh_ma^\Ze\neZmbhglZk^ik^l^gm^]bg]^mZbe_Zk bg^q\^llh_maZmg^\^llZkrbg]^lb`g\Ze\neZmbhglhg\^nl^klZk^_ZfbebZkpbmama^<h]^'MhZg

^qm^gm%ma^]^lb`glZk^\hgmkbo^]mhlahpoZeb]f^mah]lh_]^lb`gbg`^e^f^gml%mh`bo^bglb`am Zg]mha^eibgoZeb]Zmbg`\hfinm^kf^mah]l'Ma^rZk^ghmg^\^llZkberma^fhlmZiikhikbZm^%ma^ fhlm^\hghfb\hkma^hgerf^mah]lh_]^lb`gbg`ma^f^f[^klbeenlmkZm^]'

How to: Floors [8] Ahpmh]^lb`g\hg\k^m^lmkn\mnk^lnlbg`

>nkh\h]^+T1V3?ehhkl How to:

`bo^gbg]^mZbebg`fZgnZel T1%2V pbee[^nl^]'Ahp^o^k%ma^^qZfie^lZk^bgm^g]^]mha^eipa^g

\nkmZbef^gm%Zg\ahkZ`^Zg]eZie^g`malg^^]mh[^]^m^kfbg^]'

Eurocode: Basis of structural design

Bg ma^ >nkh\h]^ lrlm^f ;L >G *22)% >nkh\h]^3 ;Zlbl h_ lmkn\mnkZe ]^lb`gT*)V  ho^kZk\a^l Zee ma^

Actions on structures

Design and detailing

Geotechnical and seismic design

Zg] bl nl^] Zl ma^ [Zlbl h_ hma^k lmZg]Zk]l' IZkm +% ;kb]`^lT,V% Zg] IZkm ,% Ebjnb]k^mZbgbg`Zg]

BS EN 1992

EUROCODE 2 Part 3:

Liquid Retaining Structures

BS EN 1995

EUROCODE 5

Design of Composite Structures

BS EN 13670 Execution of Structures

BS 8500 Specifying Concrete

BS EN 206 Concrete

BS EN 1992

EUROCODE 2 Part 2:

BS EN 10080 Reinforcing Steels

BS 4449 Reinforcing Steels

pab\a Zk^ in[ebla^] bg Z GZmbhgZe:gg^q !G:" _hk ^Z\a iZkm h_ ^Z\a >nkh\h]^'Ma^ GZmbhgZe

:gg^q fZr Zelh bg\en]^ k^_^k^g\^ mh ghg&\hgmkZ]b\mhkr \hfie^f^gmZkr bg_hkfZmbhg !G<<B"%

 N

FZm^kbZelZg]ikh]n\mlpbee[^nl^]Zlli^\b_b^]'

 N

Ma^lmkn\mnk^pbee[^Z]^jnZm^erfZbgmZbg^]Zg]pbee[^nl^]bgZ\\hk]Zg\^pbmama^]^lb`g[kb^_'

 N

Ma^k^jnbk^f^gml_hk^q^\nmbhgZg]phkdfZglabi`bo^gbg>G*,/0)Zk^\hfieb^]pbma'

 NThe worked examples Nge^llghm^]hma^kpbl^%ma^\Ze\neZmbhglbgmablin[eb\ZmbhgZllnf^3

EC0: Table 2.1 N  :]^lb`geb_^h_.)r^Zkl'

Table 3.1 N  Ma^nl^h_<,)(,0\hg\k^m^'

BS 4449 N  Ma^nl^h_@kZ]^:%;hk<k^bg_hk\^f^gm%]^lb`gZm^]ÂAÃbgZ\\hk]Zg\^pbma;L1///T*2V'

Table 4.1,

BS 8500: Table A.1 N  >qihlnk^\eZllQ<*'

Building Regs [20,21] N  *ahnk_bk^k^lblmZg\^'

@^g^kZeer^Z\a\Ze\neZmbhgblkhng]^]Zg]bmblma^khng]^]oZen^maZmblnl^]bgZgr_nkma^k\Ze\neZmbhg'

Material properties

FZm^kbZeikhi^kmb^lZk^li^\bË^]bgm^kflh_ma^bk\aZkZ\m^kblmb\oZen^l'MablnlnZeer\hkk^lihg]l mhma^ehp^k._kZ\mbe^h_ZgZllnf^]lmZmblmb\Ze]blmkb[nmbhgh_ma^ikhi^kmr\hglb]^k^]' Ma^oZen^lh_g<Zg]gL%iZkmbZe_Z\mhkl_hkfZm^kbZel%Zk^bg]b\Zm^]bgMZ[e^*'*'

:gnii^koZen^pbmaZgbgm^g]^]ikh[Z[bebmrh_ghm[^bg`^q\^^]^]hkehp^koZen^pbmaZg

N bgm^g]^]ikh[Z[bebmrh_[^bg`Z\ab^o^]¾ghkfZeernl^]_hkoZkbZ[e^Z\mbhglpbmadghpg lmZmblmb\Ze]blmkb[nmbhgl%ln\aZlpbg]hklghp'

:ghfbgZeoZen^¾nl^]_hklhf^oZkbZ[e^Zg]Z\\b]^gmZeZ\mbhgl'

N

Variable actions: imposed loads

General Bfihl^]ehZ]lhg[nbe]bg`lZk^]bob]^]bgmh\Zm^`hkb^l'Mahl^fhlm_k^jn^gmernl^]bg\hg\k^m^ ]^lb`gZk^lahpgbgMZ[e^+'*'

+'-+'-'+

Number of storeys :k^]n\mbhg_Z\mhk_hkgnf[^kh_lmhk^rl%ag%fZr[^nl^]Zg]lahne][^]^m^kfbg^]nlbg`3

Variable actions: snow loadsEC1-1-3:

5.2(3)

Bgi^klblm^gmhkmkZglb^gmlbmnZmbhgl%lghpehZ]hgZkhh_%l%bl]^Ëg^]Zl[^bg`3 l6mb<^<mld

 ?hkma^fZchkbmrh_ma^Lhnma>Zlm%ma^Fb]eZg]l%Ghkma^kgBk^eZg]Zg]ma^ghkmah_

>g`eZg]ZiZkm_khfab`a`khng]%ld6)'.)dG(f + '

 ?hkma^P^lm<hngmkr%P^lmPZe^lZg]Bk^eZg]ma^Ë`nk^ble^ll'?hkfhlmh_L\hmeZg] Zg]iZkmlh_ma^^Zlm\hZlmh_>g`eZg]%ma^Ë`nk^blfhk^'L^^?b`nk^+'*'

LghpehZ]bl\eZllbË^]ZlZoZkbZ[e^Ëq^]Z\mbhg'>q\^imbhgZe\bk\nflmZg\^lfZr[^mk^Zm^]Zl Z\\b]^gmZeZ\mbhglbgpab\a\Zl^k^_^k^g\^lahne][^fZ]^mh;L>G*22*¾*¾,'

4

4 4

5 5

Variable actions: wind loads

Mabl L^\mbhg ik^l^gml Z o^kr lbfie^ bgm^kik^mZmbhg h_ >nkh\h]^ * T**% **ZV Zg] bl  bgm^g]^] mh

ikhob]^ Z [Zlb\ ng]^klmZg]bg` pbma k^li^\m mh k^\mZg`neZk&ieZg [nbe]bg`l pbma ÌZm khh_l' Bg

Determine basic wind velocity, vb

Calculate basic wind pressure, qb

(m) 20

10 9 7 6 5 4 3 2≤0.1 1 10

Distance upwind to shoreline (km)

10 Use 1.0 in this area

0.9

0.8

0.7

100 90 80 70 60 50 40 30

(m) 20

10 9 7 6 5 4 3

EC1-1-4: 4.2(1)

Note 2 & NA 2.4: Fig NA.1

EC1-1-4: 4.5(1) Note 1 & NA 2.17: Fig NA.7

EC1-1-4: 4.5(1) Note 1 & NA 2.17: Fig NA.8

Calculate characteristic wind load, wk

\hglb]^knlbg`ma^oZen^lbg;L/,223+mhfZbgmZbgma^\nkk^gme^o^elh_lZ_^mr Zg]^\hghfr'L^^MZ[e^+'*+'

G^mik^llnk^\h^ b\b^gm%\i^%*) %_hkpZeelh_k^\mZg`neZkieZg[nbe]bg`l#

a(] G^mik^llnk^\h^ b\b^gm%\i^%*)

)'+fbgT[4+aVh_pbg]pZk]^]`^

¾)'1 Zone C ?hkpZeeliZkZee^emhma^pbg]]bk^\mbhg%Zk^Zl_khf

Table 8 & Fig 18

Calculate the overall wind force, Fw

:\mbhgl]n^mh\hglmkn\mbhg%mkZ_Ë\%Ëk^%ma^kfZeZ\mbhgl%nl^Zllbehlhk_khf\kZg^lZk^hnmlb]^

ma^l\hi^h_mablin[eb\ZmbhgZg]k^_^k^g\^lahne][^fZ]^mhli^\bZeblmebm^kZmnk^'

EC1-1-6, EC1-2, EC1-1-2, EC1-1-5, EC1-3 & EC1-4

+'/'.

+'0

Permanent actions

Ma^ ]^glbmb^l Zg] Zk^Z ehZ]l h_ \hffhger nl^] fZm^kbZel% la^^m fZm^kbZel Zg] _hkfl h_

\hglmkn\mbhgZk^`bo^gbgMZ[e^l+'*,mh+'*.' :\mbhglZkblbg`_khfl^mme^f^gm%]^_hkfZmbhgZg]\k^^iZk^hnmlb]^ma^l\hi^h_mabl]h\nf^gm [nm `^g^kZeer Zk^ mh [^ \hglb]^k^] Zl i^kfZg^gm Z\mbhgl' Pa^k^ \kbmb\Ze% k^_^k mh li^\bZeblm ebm^kZmnk^'

+'.\EhZ]l_hkmrib\Ze_hkflh_\hglmkn\mbhg K^lb]^gmbZe_ehhk !dG(f + "

Design values of actions

Design values at ULS

EC0: 6.4.3.2(3) ?hkma^NELh_lmk^g`ma!LMK"%ma^]^lb`g^kfZr\ahhl^[^mp^^gnlbg`>qik^llbhg!/'*)"hkma^

phklm\Zl^h_>qik^llbhg!/'*)Z"hk>qik^llbhg!/'*)["'Single variable action

:mNEL%ma^]^lb`goZen^h_Z\mbhglbl

^bma^k

 >qi'!/'*)" *',.@d$*'.Jd%* hkma^phklm\Zl^h_3

 >qi'!/'*)Z" *',.@d$c)%**'.Jd%*

Zg]

 >qi'!/'*)[" *'+.@d$*'.Jd%* pa^k^

Bfihl^]ehZ]lbg[nbe]bg`l

>qik^llbhg!/'*)"blZepZrl^jnZemhhkfhk^\hgl^koZmbo^maZgma^e^ll_ZohnkZ[e^h_>qik^llbhgl

!/'*)Z"Zg]!/'*)["'>qik^llbhg!/'*)["pbeeghkfZeerZiierpa^gma^i^kfZg^gmZ\mbhglZk^ghm

`k^Zm^kmaZg-'.mbf^lma^oZkbZ[e^Z\mbhgl!^q\^im_hklmhkZ`^ehZ]l%\Zm^`hkr>bgMZ[e^+'*0% pa^k^>qik^llbhg!/'*)Z"ZepZrlZiieb^l"'

Ma^k^_hk^%^q\^imbgma^\Zl^h_\hg\k^m^lmkn\mnk^llniihkmbg`lmhkZ`^ehZ]lpa^k^c)6*')% hk_hkfbq^]nl^%>qik^llbhg!/'*)["pbeenlnZeerZiier'Manl%_hkf^f[^kllniihkmbg`o^kmb\Ze

Z\mbhglZmNEL%*'+.@d$*'.Jdpbee[^ZiikhikbZm^_hkfhlmlbmnZmbhglZg]Ziieb\Z[e^mhfhlm

\hg\k^m^lmkn\mnk^l!l^^?b`nk^+'."'

<hfiZk^]pbmama^nl^h_>qik^llbhg!/'*)"%ma^nl^h_^bma^k>qik^llbhg!/'*)Z"hk!/'*)["e^Z]l mh Z fhk^ \hglblm^gm k^ebZ[bebmr bg]^q Z\khll eb`amp^b`am Zg] a^Zorp^b`am fZm^kbZel'

+'2'+

EC0: A1.2.2

& NA

Accompanying variable actions

:`Zbg ma^ ]^lb`g^k fZr \ahhl^ [^mp^^g nlbg` >qik^llbhg !/'*)" hk ma^ e^ll _ZohnkZ[e^ h_

Pbg]ehZ]' ,'

?b`nk^+'/

c)%b_Z\mhkmhma^Z\\hfiZgrbg`oZkbZ[e^Z\mbhg'Ma^ikh[Z[bebmrmaZmma^l^\hf[bg^]Z\mbhglpbee [^^q\^^]^]bl]^^f^]mh[^lbfbeZkmhma^ikh[Z[bebmrh_Zlbg`e^Z\mbhg[^bg`^q\^^]^]'

B_ma^mphbg]^i^g]^gmoZkbZ[e^Z\mbhglJd%*Zg]Jd%+Zk^Zllh\bZm^]pbma]b ^k^gmliZglZg]ma^ nl^h_>qik^llbhg!/'*)["blZiikhikbZm^%ma^gbghg^l^mh_ZgZerl^lZiier

*'+.@d$*'.Jd%*mhma^Jd%*liZgl

Zg]*'+.@d$c)'b*'.Jd%*mhma^Jd%+liZgl' BgZllh\bZm^]ZgZerl^lZiier

*'+.@d$c)%b*'.Jd%*mhma^Jd%*liZgl

Zg]*'+.@d$*'+.Jd%+mhma^Jd%+liZgl' L^^>qZfie^+'**'+!mphoZkbZ[e^Z\mbhgl"'

Combination Permanent actions Gk Variable actions Qk

Unfavourablea Favourablea Leadingb Othersb

:m NEL pa^k^ ma^ oZkbZmbhg bl ghm lfZee% g@d%lni lahne] [^ nl^] pbma @dc%lni Zg] g@d%bg_ pbma

@dc%bg_'LbfbeZker%pa^k^ma^oZkbZmbhgblghmlfZee%ZmLEL@dc%lnilahne][^nl^]pa^k^Z\mbhglZk^

Bg ma^ ZgZerlbl h_ ma^ lmkn\mnk^ Zm ma^ ebfbm lmZm^ [^bg` \hglb]^k^]% ma^ fZqbfnf ^ ^\m h_

Z\mbhgl lahne] [^ h[mZbg^] nlbg` Z k^Zeblmb\ ZkkZg`^f^gm h_ ehZ]l'@^g^kZeer oZkbZ[e^ Z\mbhgl

EhZ]ZkkZg`^f^gml_hk[^ZflZg]leZ[lZ\\hk]bg`mhNDG:mh>nkh\h]^

2.12.1 Continuous beam in a domestic structure

Determine the appropriate load combination and ultimate load

for a continuous beam of four 6 m spans in a domestic structure

supporting a 175 mm slab at 6 m centres

Self-weight, 175 mm thick slabs : 0.17 x 25 x 6.0 = 26.3

E/o self-weight downstand 800 × 225 : 0.80 x 0.225 x 25 = 4.5

Dividing wall 2.40 × 4.42 (200 mm dense blockwork with

plaster both sides)

Assuming use of Exp (6.10), n = 1.35 × 51 + 1.5 × 9.0 = = 82.4

Assuming use of worst case of Exp (6.10a) or Exp (6.10b)

Exp (6.10a): n = 1.35 × 51 + 0.7 × 1.5 × 9.0 = = 78.3

Exp (6.10b): n = 1.25 × 51 + 1.5 × 9.0 = = 77.3

In this case Exp (6.10a) would be critical‡

=
ultimate load = 78.3

‡ This could also be determined from Figure 2.5 or by determining that gk > 4.5qk

Ikhc^\m]^mZbel <Ze\neZm^][r chg Ch[gh' CCIP – 041

<a^\d^][r web La^^mgh' 1

<eb^gm TCC =Zm^ Oct 09

Continuous beam in a domestic structure

+'*+ Examples of loading

2.12.2 Continuous beam in mixed use structure

Determine the worst case arrangements of actions for ULS design of a

continuous beam supporting a 175 mm slab @ 6 m centres Note that

the variable actions are from two sources as defi ned in Figure 2.9.:

Load combination Exp (6.10a) or Exp (6.10b) will be used, as either

will produce a smaller total load than Exp (6.10) It is necessary to

decide which expression governs

By inspection Exp (6.10b) governs in both cases‡

b) Arrangement of ultimate loads

As the variable actions arise from different sources, one is a leading

variable action and the other is an accompanying variable action The

unit loads to be used in the various arrangements are:

‡ This could also be determined from Figure 2.5 or by determining that gk > 4.5qk

EC1-1-1:

6.3.1.1 & NA, EC0:

as leading action, gQQk = 1.5 × 24 = 36.0

as accompanying action, c0gQQk = 0.7

× 1.5 × 24

= 25.2

ii) For maximum bending moment in span AB

The arrangement and magnitude of actions of loads are shown

in Figure 2.10 The variable load in span AB assumes the value as

leading action and that in span CD takes the value as an

cQgQ qk2 = 25.2 kN/m

Permanent action

gGgk = 63.8 kN/m

Figure 2.10 For maximum bending moment in span AB p

iii) For maximum bending moment in span CD

The load arrangement is similar to that in Figure 2.10, but now

the variable load in span AB takes its value as an accompanying

gQqk2 = 36.0 kN/m

Permanent action

gG,infgk = 63.8 kN/m

Figure 2.11 For maximum bending moment in span CD p

iv) For maximum bending moment at support B

The arrangement of loads is shown in Figure 2.12 As both spans AB

and BC receive load from the same source, no reduction is possible

(other than that for large area

(other than that for large area‡)

EC1-1-1: 6.3.1.1 (10)

gGg

g gk= 63.8 kN/m

Figure 2.12 For maximum bending moment at support B pp

v) For maximum bending moment at support D

The relevant arrangement of loads is shown in Figure 2.13 Comments

made in d) also apply here

Leading variable action

gQg

g qk2 = 36 kN/m

Permanent action

gGg

g gk = 63.8 kN/m

Figure 2.13 For maximum bending moment at support D pp

vi) F or critical curtailment and hogging in span CD

The relevant arrangement of loads is shown in Figure 2.14

Leading variable action

gQ qk2 = 36.0 kN/m

Accompanying variable actionp

c0gQ qk1= 15.8 kN/m

Pe rmanent actionn n

gG,in

g fgk = 51 kN/m m m

Figure 2.14 For curtailment and hogging in span CD p

Eurocode 2 requires that all spans should be loaded with either g gG,sup or g gG,inff (as

per Table 2.16) As illustrated in Figure 2.14, using g gG,inff= 1.0 might be critical for

curtailment and hogging in spans.

curtailment and hogging in spans

curtailment and hogging in spans.

& NA