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Structural Steel Design Awards 2016

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Steel continues to be the most popular frame material and this year’sentries reflect the increasingly high standards that are being achieved,not only in design and all aspects of fabrication, but also in the shortprogrammes and accuracy on site.

We look forward to the continuing improvement in demand for thewhole of the steel construction industry which will allow specifiers todevelop even greater advantages in the flexibility of steel, and in thedemonstrable economy and efficiency of steel structures.

It is hoped that the Design Awards will continue to stimulate interestand contribute to the growth of steel-framed construction.

D W Lazenby CBE DIC FCGI FICE FIStructE – Chairman of the PanelRepresenting the Institution of Civil Engineers

R B Barrett MA(Cantab)Representing the Steelwork Contracting industry

J Locke MBE FREng DEng MSc CEng FIStructE FWeldIRepresenting the Steelwork Contracting industry

M W Manning FREng CEng MIStructE MA(Cantab)Representing the Institution of Structural Engineers

C A Nash BA (Hons) DipArch RIBA FRSARepresenting the Royal Institute of British Architects

Professor R J Plank PhD BSc CEng FIStructE MICERepresenting the Institution of Structural Engineers

W Taylor BA (Hons) DipArch MA RIBA FRSARepresenting the Royal Institute of British Architects

O Tyler BA (Hons) DipArch RIBARepresenting the Royal Institute of British Architects

“...to recognise the high standard of

structural and architectural design

attainable in the use of steel and its

potential in terms of efficiency, cost-

effectiveness, aesthetics and innovation.”

THE JUDGES

OBJECTIVES OF THE SCHEME

INTRODUCTION

London Olympic Roof Conversion

When the London Olympic Stadium wasdesigned it was with an ethos of ‘embracingthe temporary’ in the knowledge that, post-Games, its function would change and, as aresult, the structure would need to changetoo. Such foresight paid dividends when itwas announced that the stadium wouldbecome the new home of West Ham Unitedfootball club at the beginning of the2016/17 season.

One of the main stipulations for the futureuse of the stadium was that it would retainits running track. To prevent this fromadversely affecting the atmosphere at

football matches, an automated system ofretractable seating was included in the newdesign, with all four sides of the lowerbowl able to move over the running trackwhen in football mode. To meet UEFArules, the roof needed extending to fullycover the retractable seating.

Work began on the project to transformthe venue in late 2013. The new structureincluded 8km of steel cables weighing 930tonnes, 112 steel rafters, 2,308 purlins, 422struts, 9,900 roof panels and 14 lightpaddles each weighing 43 tonnes, with thewhole structure weighing in at around

4,700 tonnes which is nearly six times theweight of its predecessor.

In order to preserve some of the OlympicStadium’s identity, the iconic triangularlighting tower design that used to standover the old roof has been inverted andthey now appear to hang underneath thenew larger roof.

Early works involved the deconstruction ofthe old roof and the strengthening of theexisting structure, foundations, V-columnsand the perimeter compression truss.

AWARD

Architect: Populous

Structural Engineer: BuroHappold Engineering

Steelwork Contractor: William Hare

Main Contractor: Balfour Beatty Major Projects

Client: London Legacy Development CorporationPROJECT TEAM

Strengthening of the existing structure wasone of the major challenges. Due to theadditional weight of the new roof, it wasnecessary to replace and/or strengthen theexisting V-columns and significantstrengthening works were carried out to the existing compression truss.

For the compression truss strengtheningwork alone the amount of hierarchicalcomplex calculations involved thesteelwork contractor developing his ownin-house software to process over 10,000calculations - a task that would have beenimpossible using traditional methods.

The ambitious new cantilevered roof nowstands as the world’s largest with every seatin the stadium now covered by the new roof.

The 14 new lighting paddles are positionedbeneath the new roof. Each lighting paddlehouses up to 41 lamps, many of which arethe original lamps that shone over thestadium during the London 2012 games.Four 600 tonne capacity cranes operated intandem to lift the lighting paddles and theother roof members into position.

The tolerance in the fabrication and qualityof finish was expected to be very high andthe design was made with security in mind.Most of the geometry was complex andspecialised jigs were manufactured tofabricate some of the complex tubularnodes. A total station was employed to setout all of the brackets for the lightingpaddles which all lean towards the pitchand are all slanted in three opposing planes.

Not least, the oval shape of the stadiumand the movement and tolerancerequirements only gave the opportunity forsingle pieces to be replicated twice, whichmeant that half of the stadium structurewas fabricated with unique members.

Following the V-column and compressiontruss strengthening work, to maintainequilibrium until the oval was fully formedthe erectors worked in two teams atopposite ends of the stadium working in aclockwise rotation constructing the backroof first, then the front roof complete withthe lighting paddles and walkways.

To ensure the correct distribution of forcesthrough the cable support structure to thecompression truss, the front and back roofare completely independent of each other.However, for the installation of the lightingpaddles, the front roof had to betemporarily tied to the back roof to ensurethat the lighting paddles did not overturnuntil the full ring stiffness of a completeoval was achieved.

4D programming using BIM modelling wasthe key to delivering this successful projectto a very high profile deadline, which wasoriginally the 2015 Rugby World Cuptaking place in September 2015. However,this was brought forward even more to fitin the Sainsbury’s Anniversary Gameswhich took place in July 2015. This meantthat all major construction had to becomplete by May 2015.

The new structure now has a lifespan ofover 60 years and is set to become the newnational competition centre for UKAthletics, and in 2017 will host the IAAFWorld Athletics Championships and IPCWorld Championships. The stadium hasalready hosted five games of the 2015Rugby World Cup and motor racing’s2015 Race of Champions.

The stadium has also been upgraded to a54,000 all-seater UEFA category 4 footballstadium, which is the highest category offootball stadium possible in the world.

The need to modify the roof and seating of the 2012 Olympic athletics stadiumto accommodate a multi-purpose sports venue posed formidable challenges.The geometry and behaviour of the original structure were very complex but,with extremely detailed study and fine engineering skill, most of the originalelements have been re-incorporated.

The challenges have been met superbly and the project is a triumph for theteam and for structural steelwork.

JUDGES’ COMMENT

Harlech Castle is one of the finest surviving13th Century castles in Britain - it is aGrade I Listed Building, a ScheduledAncient Monument and also part of aWorld Heritage Site. For many years accessto the Castle had been via a series of timbersteps, with no provision for those withimpaired mobility. With the opening of anew visitor centre nearby, the vision was toconnect this to the Castle via a new‘floating’ bridge,

Due to the sensitive nature of the site, theaesthetics have been a particularlyimportant consideration. Various conceptswere explored to satisfy the constraints offunctionality, alignment, heritage and visualimpacts before finally opting for the ‘S’-shaped low profile Vierendeel truss design.

Both horizontal and vertical alignmentswere constrained by the need to connectstraight through the Castle’s gatehouse,whilst maintaining a suitable gradientacceptable to those with impaired mobility.

To minimise the impact of the views of thedistant mountains of Snowdonia, theprofile of the bridge was reduced bytapering the bottom chords of the trussesand eliminating any diagonal bracing, thusavoiding a potentially more clutteredappearance. The visual lightness of thebridge is significantly improved by theselection of a stainless steel mesh infill tothe parapets. The deck is 2m wide ingeneral, however it widens up to 3m abovethe middle support to provide an areawhere people can enjoy the views.

To ensure that the bridge was future-proofprovision was made for services to be runin a duct under the bridge deck, allowingthe creation of a new venue within thecastle where events and performances canbe hosted.

Throughout the design process there wascontinuous dialogue between the projectteam using 3D BIM CAD modelling toexplain design proposals and ensure thedesign developments were acceptable. Thefirst key area for development was the trussand deck configuration. The originalproposal had fin plates welded to the backof the CHS Vierendeel truss bracingelements, which then became the tee web inthe handrail upright. This arrangementposed some fabrication challenges and raised

Concept Designer: Mott MacDonald

Structural Engineer: David Dexter Associates

Steelwork Contractor: S H Structures Ltd

Main Contractor: RL Davies & Son Ltd

Client: CadwPROJECT TEAM

© Cadw 2016

AWARD

Harlech Castle Footbridge

the possibility of weld distortion in the finplate attached to the CHS. An alternativesolution was adopted whereby SHS bracingwas used and the handrail fabricated teeupright orientation was reversed. The face ofthe SHS Vierendeel bracing then alignedwith the flange of the tee to the balustradewhich was tapered to give an eleganttransition to the handrail, whilst the bracingalso gives improved structural capacityparticularly at the joint with the CHS chordsfor a given section width.

To maximise headroom clearances underthe bridge, and to give a more efficientstructural solution at the supportingcolumns, the depth of the truss profile wasmodified and the bottom chord form wasachieved from a combination of curved andstraight sections of tube.

The bridge's dynamic performance requiredcareful consideration in the design. Thecolumns needed to be very stiff in thetransverse direction so an elliptical sectionwas used which, when partly filled withconcrete, achieved the required result. Thischoice also had the added architecturalbenefit of the elliptical column being lessobtrusive on elevation, whilst approximatelymatching the profile of the truss chord.

Before work started on site the existingfaçade was digitally scanned and the 3Dsurvey was incorporated into the designmodel to ensure the critical dimensionalinterface between the Castle entrance andthe bridge was achieved.

Bridge sections were set up in bespoke jigsto control weld distortion and maintaintheir geometry during welding.

The bridge is lit with a bespoke integratedLED lighting system that delivers brightwhite task lighting to the walkway, but hasthe added benefit of having a number ofcolour-changing effects that can be accessedfor special events.

The bridge is finished with a timber deck andhandrail for which FSC certified Ekkihardwood was selected, this requires nopreservative treatment and little maintenance.The deck boards feature anti-slip inserts andseamlessly follow the curves of the bridge.

The biggest challenge to the installation teamwas the limited footprint of the site and therestricted access through Harlech. Thesechallenges were overcome with the carefulselection of the multi-wheel steer mobilecrane and rear wheel steer transport trailers.

Steel erection required meticulous planningand attention to detail to ensure a smoothand safe installation process, however theunique historic nature of the site put evenmore responsibility onto the erection team.Following offsite matching of the deckunits the fit-up on site was perfect and thethree main spans were installed withoutany significant problems. With the bridgesections in place, the careful co-ordinationof the fitting of the timber deck, parapets,lighting and services allowed the bridge tobe completed in good time ready for itsopening for the year’s summer visitors.

The new footbridge has been very wellreceived and welcomed as an attractiveaddition to the historic site, whilstdramatically enhancing the visitors’experience.

In a very sensitive setting this elegant bridge provides level access to the historiccastle, whilst minimising its visual impact. The detailing and fabrication of thecurved deck are exemplary. The erection was effected with a high degree ofprecision despite the limited site and extremely difficult access.

The modern shapes of the bridge create a beautiful counterpoint to the ancientcastle it serves.

JUDGES’ COMMENT

Located in the heart of Reading towncentre, the existing Thames Tower concreteoffice block has been given a new lease oflife with an enlarged footprint at each floorlevel in conjunction with a five-storey steel-framed extension above level 11.

The original scheme concept was todemolish the existing concrete-framedstructure and replace it with a new 25-storey high tower, which would havenecessitated the requirement for newsupporting/up-rated concrete foundations.

However, through an innovative designproposal, the core of the existing structurewas maintained and developed using aseries of strengthening works throughoutthe height of the concrete frame, along

with the provision of four additional steel-framed office floors to increase the nettusable internal areas. This also providedhuge ‘value-engineering’ savings to thescheme as the basic core of the structurewas maintained and no amendments orenhancements of the existing concretefoundations were necessary.

The refurbishment works includedstripping the building back to its structuralframe and the removal of the existingconcrete cladding panels to all elevations,which were then replaced with a newterracotta tiling system to complement thelocal town centre surroundings.

In order to accommodate the increaseddead and imposed loads from the new

five-storey extension between levels 11 to 16, it was necessary to strengthen thecolumns and floors of the existingconcrete-framed structure. This wasachieved by the following:

i. The supply and installation of 15mmthick stiffening plates to the full widthof the concrete columns between levels6 and 11. The columns were initiallyultrasonically scanned to avoid clasheswith the steel reinforcing bars.Following the bespoke fabrication ofeach of the 282no individual stiffeningplates, these were fixed to the columnsby means of 14no resin anchor boltsand subsequently bonded to theconcrete face across the full plate areausing a special ‘fast-curing’ resin.

Architect: dn-a

Structural Engineer: Peter Brett Associates LLP

Steelwork Contractor: Shipley Structures Ltd

Main Contractor: Bowmer and Kirkland Ltd

Client: Landid Property Holdings LtdPROJECT TEAM

AWARD

Thames Tower Redevelopment, Reading

ii. These were further complemented by fabricated ‘cruciform’ stiffeningbrackets at the column heads, in orderto adequately disperse the upper load transfer.

An intermediate mezzanine steel-deckedfloor was also supplied and incorporatedat level 01, using cellular beams to providea lightweight steel solution with maximumintegrated space for M&E equipment.

The above strengthening works, along withfurther stiffening plates and brackets atlevel 11, also facilitated the use of a roof-mounted tower crane for the installation ofthe new upper five-storey extension. Thetower crane was installed approximatelyhalfway through the steel site programme.Initially all of the internal steel membersfor the strengthening works had to behoisted through the existing internal liftcores and ‘hand-balled’ into position.

The structure’s original design had theperimeter columns protruding beyond themain floor areas, along with splayed 45degree corners throughout its full height.

As part of the building refurbishment, andto maximise the internal floor areas, thenew design introduced a series ofadditional perimeter support beams whichwere connected to the external edge of theexisting concrete columns. Metal deckingand associated concrete floor infills thencreated an increase to the buildingfootprint up to the exterior face of theperimeter columns.

The four corners of the building were alsoaltered to create a now perfectly squarestructure, which has further increased eachof the tower’s existing commercialfloorplates. This was achieved byinstalling a new steel column to each ofthe building’s corners with secondary infillframing. These triangular corner infillswere then subsequently metal-decked andconcreted throughout the full height of thebuilding. This has increased the tower’sfloor space from 13,600m2 toapproximately 17,000m2 of offices and740m2 of restaurant/café space.

The new upper steelwork extension isconnected to the existing concrete columnsat the newly created level 11 and cornerinfill sections. Predominantly basedaround a 6.3m x 5.8m internal grid tomatch the existing columns below, eachfloor is formed with a series of cellularbeams that accommodate services andsupport a metal deck flooring system.

The use of composite cellular beams haskept the steel weight to an absoluteminimum, thus limiting the additionaldead load on the existing structure below,and ultimately allowing M&E services tobe distributed within the structural depthof the new steel members at all levels.

Due to limited storage space on site,vehicular restrictions on member lengthsand the need to minimise the weight ofmechanical plant on the roof structures, it was necessary to construct the upperextension on a floor-by-floor basis.

This was sequentially constructed bymeans of the primary steel frame, followedby the metal deck flooring and associatedconcrete topping at each level. Followingthe adequate curing of the concrete deck ateach level, the next level was subsequentlyconstructed, up to level 15.

The steelwork for the new floors up tolevel 16 was completed in December 2015.

This is a thorough and rigorous projectwhich has been carried out with ingenuityand skill. With both painstaking analysisand inventive thought, a substantial butunloved city-centre concrete building hasbeen enlarged upwards and horizontally bythe creative use of steelwork.

The project was technically and logisticallychallenging, but teamwork and acommitted client have achieved a solutionwhich is exemplary in its calm elegance.

JUDGES’ COMMENT

The South Stand expansion increased thecapacity of the stadium during the 2014/15football season, adding 6,000 new seatsthrough a third tier on the terraces and1,500 additional seats around the pitch.An architecturally sympathetic extension ofan existing catenary ringed structure wasneeded, which did not compromise theintegrity or capacity of the structure andensured that the existing stadium remainedoperational during works.

The design was technically complex as theexisting roof involved a cable net structurewith a tension ring, from which steel roofrafters hung. The structural integrity ofthe existing tension ring relies on it

running around the whole circumferenceof the roof; therefore any modification tothe roof could not affect this, even inareas where roof rafters were removed.Protection of the existing cable was vitalas there was no repair procedure in place,and damage would result in replacementand potentially the closure of the stadiumfor two years.

Extensive design optimisation exerciseswere undertaken, particularly for the steelroof and the stability cores. A whole seriesof geometric studies evaluated the effectsof different stay and mast angles,concluding with a solution to satisfy bothminimum material requirements and cost.

The stability cores were formed of steelvertical brace planes with the inclusion ofoutrigger bracing to add efficiency and,although a solution normally adopted ontall buildings, this approach provedeffective for the project. A design andcosting study of the original stays, whichwere formed of cable, revealed that barscould be introduced for the new stays.These had marginally more erection workassociated with them, but overall were amore efficient solution. Combined 3Dmodelling allowed the integration of allservices within the structural envelope,including the late addition of increasedsports lighting requirements in accordancewith new regulations.

Architect: Populous

Structural Engineer: BuroHappold Engineering

Steelwork Contractor: Severfield

Main Contractor: Laing O’Rourke

Client: Manchester City Football ClubPROJECT TEAM

AWARD

South Stand Expansion, Etihad Stadium

The project contains a number of highlybespoke details tuned to the complexgeometries and design challenges, includingthe multi-stay connection at the top of themasts and column bases formed ofspherically machined plates and rotationalbearings, which allow the new design toaccommodate differential movementsbetween the new and existing structures.

An area of complexity centred on thetemporary modes of the stadium. Fortypical stadium conversions an additionaltier can be built behind the existingbuilding and a new roof constructed overthe existing roof, with little interactionbetween old works and new. This was notthe case with Etihad as the roof profileand supports at the end stands extendedfurther back behind the seating and thenew upper tier would therefore projectthrough the existing roof profile.

The ‘interim roof’ solution involvedcutting and removing the existing back ofthe roof, acknowledging that this meantcutting into roof rafters which hadsignificant locked-in forces from the deadloading of the roof. Significant andcomplex temporary works were requiredfor the project, with the remodelling of theexisting roof completed in the first closedseason alongside temporary propping toallow work to proceed above the existingroof. The existing roof was removed in thesecond closed season to reveal the newterrace behind. The new design respectsthe geometry of the existing stadium and,whilst the expanded South Stand issignificantly larger than the previous one,blends into the original design.

Examples of innovation include bespokedesigned solutions such as sphericalbearings, cable protection frames, an upper

MEWP platform, intermediate roofpropping, tie bar installation lifting beamsto include remote release features andhidden bolted splices in the rafters. Theavailability of a CTL 1600 crane, the largestcrane of its type in the country, significantlyinfluenced the lifting methodology as itpermitted much larger lifts, speeded upconstruction and reduced the need forworking at height splicing components.

In terms of sustainability the projectfocussed on re-use and recycling, ratherthan demolition. The team workedexceptionally hard to retain the existingcable net that supports the stadium roof.Much of the original building wasretained during construction and existingcomponents from the building’s façade re-used. Steel and aluminium crowd ‘floodgates’ were cleaned, repaired andrepainted and the existing lower tierterracing was re-used following carefuldetailing of the connections to the newbuilding. The client also received amasterplan design which enables thestadium capacity to be expanded furtherto the absolute limit of the existing cablenet, and then only at that point does theroof need to be completely replaced.

A risk assessment considered potential fireloadings throughout the building andestablished specific design criteria.Intumescent paint was used extensively toenable steel to be exposed to view andcorrosion protection is to a high standardand specification.

The extension, completed within 16 months,was opened on the 16 August 2015 in frontof a record crowd of 54,331 people.

This is a complex project whichadded 6,000 seats above the roof atone end of an existing stadium. Thework tested all facets of steelworkconstruction to their limits, includingdesign, fabrication and construction.

A stunning testimony to allconcerned and to the capabilities ofsteelwork which merges seamlesslyinto the existing structure.

JUDGES’ COMMENT

The International Bomber Command Centre(IBCC) is being created to provide a world-class facility to serve as a point forrecognition, remembrance and reconciliationfor Bomber Command. This is an ongoingproject being driven by The LincolnshireBomber Command Memorial Trust, inpartnership with the University of Lincoln,with the aim of opening the Centre in 2017.

Lincoln has been chosen as the site for theIBBC as Lincolnshire earned the title ofBomber County - it was the home of 27operational bases which in itself was a thirdof the UK’s Bomber Command bases. At the heart of the IBBC is the MemorialSpire which sits majestically above the Cityof Lincoln and acts as a beacon marking thecourage and bravery of those who served inWorld War II.

The architectural references are taken fromthe airframe and wings of an Avro LancasterBomber. The structure represents two wingfragments tapering towards the sky,separated by perforated plates similar tothose used in the aircraft’s frameconstruction. Further references can be foundin the Spire’s dimensions, standing 31.9mhigh this represents the same span of aLancaster’s wing and, at 5m wide at its base,is the same width of the aircraft’s wing.

The Spire’s orientation was carefullyconsidered and it is placed so that visitorswho walk through it will be rewarded witha framed view of Lincoln Cathedral. TheCathedral Spire was very familiar to theaircrew as it was a welcoming landmark tothose who returned from their many sortiesduring World War II.

The facts and figures relating to the role ofthose young men who flew from airfieldsaround Lincolnshire and other parts of theUK are thought provoking: 364,514 sortiesflown, 3,491 aircraft lost and 25,611aircrew losing their lives, with the averagebeing 22 years old. To recognise thesacrifice of the aircrew the Spire issurrounded by a series of Memorial Walls.The weathering steel panels are laser cutwith the names of those who lost their lives.

Architect: Place Architecture

Structural Engineer: s h e d

Steelwork Contractor: S H Structures Ltd

Main Contractor: Lindum Group Ltd

Client: The Lincolnshire Bomber Command Memorial TrustPROJECT TEAM

AWARD

The Memorial Spire, InternationalBomber Command Centre, Lincoln

Steel was the obvious choice for the Spireand the weathering steel plate fulfilled allthe structural and aesthetic requirements ofthe project. The selection of weatheringsteel gives the Spire a cold austere feelwhich, whilst not requiring applied surfacetreatments, will be maintenance-freethroughout its lifespan.

The first part of the manufacturing processwas to cut the individual plates. Using theinformation generated by the computermodel the plates were carefully nested tominimise the overall waste of material. Theexternal profiled plates had to be curved tocreate the wing-like form. This wasachieved by press-braking the individualplates to the desired shape using filesextracted from the 3D model.

The formed plates were built up inpurpose-made jigs prior to being weldedtogether to form the complete spire sectionsthat would go to site as two loads. Due tothe significant amount of welding, a greatdeal of care had to be put into thedeveloping of the weld procedure to ensurethere was no distortion in the plates,particularly along their leading edges whereany defects would be most noticeable onthe finished spire.

With fabrication complete the twosections of the spire were shot blasted - aprocess that would ensure any fabricationmarks were removed and allow the

structure to develop an even patina as theweathering steel gradually turned itsfamiliar rusty colour.

On 2 October 2015 in front of an audienceof 2,600 guests, including 312 BomberCommand veterans thought to be thelargest gathering since 1945, the IBBCMemorial Spire was officially unveiled.

We all go about our working lives andspend time with our families and friendsand it is easy to forget that the freedom wehave today is thanks to those who gave somuch during World War II. To bereminded about the sacrifices made by somany is a humbling experience. The Spireis a fitting memorial and, when furtherfunding is in place, the construction of theChadwick Centre will begin, which willhouse the Bomber Command archive andtell its story to future generations.

This excellent project is a fitting testament to the memory of the World War IIbomber crews that flew from Lincolnshire and other parts of the UK. Thearchitectural arrangement of the various elements has been carefully considered,taking cues from the local context. The choice of weathering steel is most successful.

The detail design and particularly the execution of the monument are outstanding.

JUDGES’ COMMENT

The striking roof canopy provides all-weather protection for the 204m² skycourt. The tubular steel and fritted ETFEcanopy frames views out in two directionsover central London, wraps up and overthe garden and extends four storeys downthe face of the southwest façade in adiagrid to assist solar shading.

The structure consists of a continuousCHS diagrid frame that is supported oneight tree columns which cantilever upfrom the main building’s 16th floorsteelwork. Additional struts extend fromthe ends of the cantilevered main buildingsteelwork that act to restrain the cladsidewalls. Further supports are providedoff the façade for the open mesh apron.The geometry of the structure is complex –the asymmetry of the support positions,that are set out based on the main buildinggrid below, results in eight different treecolumns and the roof diagrid is subtlypitched in four directions to generate falls.

Due to the number of site and structuralconstraints, the only feasible option wasto fabricate and deliver the structure inindividual pieces to be assembled and

bolted together on site. However, in orderto give a seamless appearance to thestructure, it was vital that none of thebolted splice connections were visible.

The roof grid joints are fully weldedconnections formed with the help of CNC‘cods-mouth’ type complex laser cuts tothe ends of each CHS branch stubmember. Joints in the steel diagrid wereachieved using hidden ‘hand-cup’ typesplices where bolted connections areformed within the tubes themselves.

The column branching nodes were formedfrom a series of fin plates welded arounda central stub which, in turn, were slottedinto CHS elements that form thebranches. The final nodes were then cladin multi-curved nylon shrouds producedusing 3D printing.

Trial erection offsite allowed the complexerection methodology to be verified and refined.

The canopy was fixed to the façade of theprimary structure using architecturalstainless steel pin connections and brackets.

The structure was initially painted offsitewith a final decorative site applied coatrequired to achieve the perfect finish. This was quite a challenge at the top of a16-storey building and required the use ofspecialist MEWPs and rope accesstechnicians. The final finish was a faultlesslight metallic sheen to complement thesimple elegant nature of the structure.

6 Bevis Marks Roof Garden, London

COMMENDATION

The diagonal-framed steelwork andETFE canopy is a most effectivefeature distinguishing this officebuilding in a densely packed city.Challenging technical constraints wereeffectively resolved to provide a mostdesirable and popular roof garden.

Additionally, this provides an often-ignored fifth elevation of the building,as seen from the surroundingtownscape heights.

Architect: Fletcher Priest Architects

Structural Engineer: David Dexter Associates

Steelwork Contractor: Tubecon

Main Contractor: Skanska Construction UK Ltd

Client: Bevis Marks Developments LtdPROJECT TEAM

© Robert Leslie & Fletcher Priest Architects

© Nicholas Worley

JUDGES’ COMMENT

Architect: AECOM

Structural Engineer: AECOM

Steelwork Contractor: M Hasson & Sons Ltd

Main Contractor: Graham Construction

Client: Belfast City CouncilPROJECT TEAM

Challenging survey, design and co-ordinationwere required in order for the bridge to besupported from the existing ‘Pier Houses’ thatwere part of Lagan Weir. The complexfabrication and erection of the support ‘trees’and bridge deck were superbly executed bythe steelwork contractor.

This beautifully finished and important bridgelinks the city centre and the Arena/Titanicarea on the other side of the Lagan.

Recognising the increasing number ofusers of the existing bridge connectingDonegall Quay with Queens Quay, BelfastCity Council decided it was time forsomething wider with more capacity. After investigations on the existing ‘PierHouses’, the decision was made that aprimarily steel-framed footbridge wouldbe most suitable for this scheme.

The overall length of the footbridge is120m and it is curved both on plan and inelevation. The width also varies along the

length up to 8m at the widest point. Thetotal tonnage of structural steel for thisproject was c 270 tonnes.

One of the main challenges on this projectwas the need for a crane suitable to lift 25tonne sections of the bridge deck at areach of 70m, which resulted in a 1,000tonne crane being used for the mainbridge deck lifts.

The existing four ‘Pier Houses’ contain thecontrols for the daily operation of the lock

gates which control the flow of the water inand out of the river Lagan. These ‘PierHouses’ were to become the main supportpoints for the new footbridge. The bridge isconnected to them via four steel truss-typeframes or ‘trees’ made from CHS sections,each of which was unique as a result of thebridge being curved in two directions.

There are nine unique deck sections, thelargest being 17m long. The main framingof the deck sections were made from acombination of 610 x 229 x 101 UBs forthe internal beams and 500 x 300 x 16RHSs for the perimeter beams.

Individual bespoke 10mm thick large finplates were welded to the RHS perimetermember to form the curved profile on plan.The deck plates are all 15mm thick andfully welded to the framing beams and actas part of the main structure.

Due to the size of the large crane it wasnecessary to erect all of the bridge sectionsas far as the halfway point from the firstside before moving to the other side andrepeating the process.

The completion of this bridge owes a greatdeal to the quality, versatility and efficiencyof structural steel used with care andingenuity. It is estimated that 16,000 peoplenow cross this footbridge each week.

COMMENDATION

Lagan Weir Pedestrian andCycle Bridge, Belfast

JUDGES’ COMMENT

‘The Diamond’ is a new UndergraduateEngineering Facility for The University ofSheffield providing specialist engineeringlaboratories, lecture theatres, flexibleseminar rooms, open-plan learning andsocial spaces, a library and café.

The building’s design is both conceptualand practical, as well as being sympatheticto the existing architecture of the area. Itsname derives from its unique exteriorfaçade of interconnected diamonds inanodised aluminium that are fitted to theexterior glass cladding.

With a BREEAM ‘Excellent’ rating thestructure is environmentally efficient. Thepositioning of windows maximises theinflow of natural light into thelaboratories, and aids ventilation withoutthe sole reliance on air conditioning. Thewindows are designed to control solar gainwithin the building, with larger openingsto the north façade and smaller panels onthe south side, as well as the inclusion ofwell-positioned opaque panels.

The ground floor has three access pointsto the central atrium with full-heightglazing on the north and south edgesgiving internal views into the specialist

engineering laboratories. The glazedapertures between the higher levels allowboth the roof lights and daylight to floodinto the open-plan study spaces below,whilst also creating acoustic separation.

A large proportion of the structure belowroof level was neither on grid nororthogonal in set-out, but the adaptableand slender nature of steel constructionlent itself to the unusual design.

The connections to the façade panels wereformed using offsite shop-weldedpropriety studs which reduced costssignificantly and saved weeks of additionalconstruction time.

The city centre site produced severalchallenges and restricted access so timingsfor deliveries were paramount. The steel waslotted in approximately 5-10 tonne lots toarrive and be erected in numbered sequencefor safety, practicality due to limited on-sitestorage and stability during construction.The programme also had to considerminimising the disruption to the students.

The façades had to be accessed partly fromthe ground and partly from the structurewhich resulted in numerous challenges. As

such, specific MEWPs had to be selectedwhich had a big reach but were sufficientlylightweight so as not to cause loadcapacity issues on certain platforms.

Numerous protection systems werespecified to cater for the multitude ofenvironmental and aesthetic requirements.Finishes provided included galvanized,zinc phosphate and multi-colouredsystems to achieve those requirementswhilst minimising future maintenance.

Construction work began in July 2013and the building was successfullycompleted in time for the beginning of the2015 autumn semester.

A testament to the success of thisimaginatively designed universitybuilding is how well it is used by thestudents. Exposed steelwork elements,including an immaculate spiralstaircase, contribute to thearchitectural language of the interior.

This well-crafted building with itsexcellent internal environment isbound to inspire all who use it.

Architect: Twelve Architects

Structural Engineer: Arup

Steelwork Contractor: Billington Structures Ltd

Main Contractor: Balfour Beatty

Client: The University of SheffieldPROJECT TEAM

© Billington Structures Ltd

Courtesy of University of Sheffield

COMMENDATION

The Diamond Engineering Building, The University of Sheffield

JUDGES’ COMMENT

Architect HGP Architects Ltd

Structural Engineer: Reuby & Stagg Ltd

Steelwork Contractor: T A Colbourne Ltd

Main Contractor: Allied Developments Ltd

Client: Land Rover BARPROJECT TEAM

The world of ocean racing is extremely highly pressurised,hence this critical building project faced very tighttimetabling and last-minute client requirements.Encompassing industrial, commercial and public spaces hasrequired varied forms of steelwork, from long-span latticegirders to well-detailed exposed structure in open areas.

The team worked closely and effectively to produce a striking building and satisfy the client and public.

The new Headquarters Building providesthe manufacturing facility for the highlysophisticated racing boats, as well as theancillary facilities necessary to support thebid to host the America’s Cup Challengein 2021. It was also a requirement toprovide a visitor centre for theinvolvement of the local community.

The ground floor footprint and storeyheight is dictated by the requirements ofthe manufacturing process. The architecthas avoided producing a slab sided box byadopting a plan shape with the north andsouth elevations tapering to the curvedeastern elevation, whilst the western endprovides the access to the threemanufacturing bays. In order to reduce

the mass of the building each of the upperfloorplates at first, second and third levelsis of a different size and shape to the onebelow, providing large external terraces ateach level.

A fabric façade resembling sails wrapsaround part of the elevations which, aswell as providing architectural interest,serves the practical purpose of providingsolar shading and a wind barrier, enablingnatural ventilation even on days with highwind speeds.

The programme to deliver the buildingwas extremely short with a lead-in time ofonly around 3.5 months from architects’pre-planning concept stage to commencing

construction. Hence it was essential thatas much of the building structure aspossible should be manufactured offsiteand delivered on an ‘as required’ basis.

The large clear span floor areas, some ofwhich act as transfer structures, and therequirement to provide up to fouroverhead electric cranes within the groundfloor area meant that the most economicalsolution would be a structural steelsuperstructure. This choice of framematerial also had the advantage ofminimising foundation loads as, due tobelow ground obstructions, pile diametersand locations were restricted.

At an early stage it was agreed to usecomposite cellular beams for the floorconstruction to accommodate services andallow flexibility in their distribution.During the design phase an area ofmezzanine was added which, due to thespan and limited headroom, could not besupported by a floor beam. A Vierendeeltruss was introduced at high level on theline of a glazed screen and the mezzaninehung from the truss. The use of 3Dmodelling enabled all the various changesto be incorporated and allowed thefabrication and erection to proceed withinthe agreed time frame.

Despite the extremely tight programmeinvolved the project was successfullyhanded over to the client on time.

COMMENDATION

Land Rover BAR America’s Cup HQ Building, Portsmouth

JUDGES’ COMMENT

Architect: AHR Architects

Structural Engineer: Mott MacDonald

Steelwork Contractor: William Hare

Main Contractor: Carillion Rail Ltd

Client: Network Rail Infrastructure Ltd and West Yorkshire Combined Authority

The Leeds Station Southern Entrance (LSSE)has created a landmark structure to relievecongestion to the existing northernentrance, future-proof ticket gate linecapacity and encourage growth in the southof the city by improving pedestrian access.

Located in a prominent yet challengingenvironment, straddling the River Aire and abusy railway, the concept design envisagedan architectural curved form, utilising glassand gold shingles to create a signaturebuilding of the highest aesthetic quality.

The project team rationalised thearchitectural surface into a steel diagridstructure, comprising repetitive RHS archesof known radii, connected out of plane bySHS diagonal members. This efficientsolution reduced the number of radii usedto form each arch by a third whilstachieving the original geometry +/-10mm.The framing solution also reduced thestructural zone from 700mm to 400mm,freeing up internal space, and sharedvertical load to a transfer deck whilstproviding an inherently stable structure.

The shallow 600mm steel transfer deckcarries the superstructure loads back toconcrete piers aligned with the existingviaduct piers within the river. This wasquickly erected above the river without theneed for temporary works and provides therequired clearance above the 1:200 year +20% climate change flood level.

Steel construction provided the flexibility tospan the new ticket concourse above theelectrified railway via 25m trusses with theconcourse floorplate slung beneath, andmodularisation facilitated constructionabove the railway in 10-hour possessionswithout disruption to train services. Suchoffsite fabrication brought health and safetybenefits in terms of minimising work abovea river, adjacent to an operational railwayand in a congested city centre.

At river deck level, access bridges and 50%of the river deck concourse have beenerected within the confined space of theexisting Victorian viaduct arches. Thisrequired the adoption of innovativeconstruction techniques and the fabricationof bespoke lifting frames to hoist structural

elements from barges located in the river upinto the arches to tight tolerances.

Tight tolerances were also needed for theprimary structure, which directly supportsthe cladding in lieu of a secondary supportzone. The width of the building is alsoconstrained to accommodate two lifts, fourescalators and a stair within a width of only12.5m. This resulted in a 25mm allowableerection tolerance across the building width.

Leeds station now boasts an iconicgateway, reducing journey times to theSouthbank by up to 10 minutes for theestimated 20,000 people that will use thenew entrance each day.

Leeds Station Southern Entrance

MERIT

PROJECT TEAM

This new gateway to the station provides aroute from the fast-growing south side of Leeds,relieving pressure on the busy north entrance.The structure interfaces with the existingVictorian viaduct, station roof and concoursesbeing directly over the River Aire.

The judges were impressed by the team’splanning and execution of the erection abovethe river and within a live station environment.

Courtesy of AHR Architects/Daniel Hopkinson

JUDGES’ COMMENT

Architect: Architecture & Planning Solutions and TSP Projects

Structural Engineer: TSP Projects

Steelwork Contractor: Bourne Steel Ltd

Main Contractor: Clugston Construction

Client: Viridor

PROJECT TEAM

A large and highly complex industrial plant has beenenclosed by an undulating structural steelwork envelope.Site logistics and difficult construction phasing resulted ingreat challenges to the fabrication and erection whichrequired modularisation and bold management.

The construction above column-free spaces to such acomplex timetable was impressive.

The facility has been constructed to treat300,000 tonnes of non-recyclable wasteeach year, diverting at least 95% ofOxfordshire’s residual municipal wasteaway from landfill and generating enoughelectricity to power 38,000 homes.

The completed building structure is up to229m long varying from 38m to 70mwide and between 15m and 35m high.Steel was the natural choice for the mainframe due to the convex and concaveshapes in both plan and elevation,together with clear height and internalspace requirements.

Although the structure looks like onebuilding, internally under the cladding it issplit into several zones incorporating

different designs and resulting in over2,000 tonnes of structural steelwork beingused. With the processing plant taking upmost of the internal areas, the use ofmodels was crucial to make sure therewere no clashes between key plant,equipment and their secondary supportsand the main frame.

Within the waste bunker, cranes operate athigh speeds with high acceleration andbreaking forces, together with a grab swingwith large pick-up loads. In this area thecrane beams and all connected steelmembers had to be designed andfabricated to comply with Execution Class3 requirements due to the high fatiguerequirements. These areas were located ontop of an 18m high concrete structure

which limited access for connections toalongside one elevation only. To overcomethis, a removable MEWP platform wasdesigned and constructed to fit on the topof the concrete structure so connectionscould be accessed.

As the internal process plant andassociated secondary steelwork for accessand support were constructed in advanceof the main frame enclosure, the use ofmodular roof assemblies, some weighing40 tonnes, had to be used so that the 35mhigh roof could be infilled with steelworkto allow support for the cladding systems.These modular assemblies were installedusing 800 tonne mobile cranes due tohaving to work over the constructed plantand metalwork areas, and also only havingaccess along one side of the building.

The majority of steelwork was hot-dipgalvanized to provide the necessarycorrosion resistance and low maintenancerequirements due to the difficulties inaccessing the members whilst the buildingis in operation. Other areas, mainlyaccommodation areas or rooms with dailyoccupancy, were painted with intumescentcoatings to achieve the specific fireresistance requirements.

The project was delivered on programmeand to budget.

MERIT

Energy from Waste Facility, Ardley

JUDGES’ COMMENT

Energy from Waste Facility, Peterborough

NATIONAL FINALIST

New Watford Market

NATIONAL FINALIST

This is an architecturally elegant andpractical solution, enabled by structuralsteelwork. The challenge of constructingan envelope around such a complex plantis that the requirements of that plantoverride all others.

The successful conclusion is a tribute tothe great efforts applied.

Architect: BHP Design (UK) Ltd

Structural Engineer: MLM Consulting Engineers Ltd

Steelwork Contractor: Severfield

Main Contractor: Interserve & Babcock Wilcox Volund

Client: Viridor Waste ManagementPROJECT TEAM

The facility annually processes 85,000 tonnesof residual waste generating 7.25MW ofelectricity, enough to supply 15% of the homesin Peterborough, and reducing the volume ofhousehold waste sent to landfill by up to 94%.

The facility needed to be able to adapt tochanging floor layouts around the main plantand it was important to minimise movement ofthe plant-support steelwork. An independentclear-spanning lattice steel column and latticeroof beam structure enabled maximumflexibility of the internal floorplates, andprevented the transfer of wind load to theinternal plant support steelwork.

The fabrication and erection was undertakenin stages, allowing for part of the structure tobe built and then large items of plant installed,before construction of the remaining buildingenvelope.

This is an inventive response to anawkwardly shaped site next to a noisy ringroad with restricted access. It successfullyemploys a neatly detailed prefabricatedtubular frame with a membrane canopyunder which shipping containers providelockable market stalls.

The new market has proved popular withtraders and public alike.

Architect: tp Bennett LLP

Structural Engineer: AECOM

Steelwork Contractor: Nationwide Structures Ltd

Main Contractor: TSP

Client: Watford Borough CouncilPROJECT TEAM

With a restricted budget and a tight one yeardelivery schedule, using recycled shippingcontainers was a cost-effective way of creatingan open and inviting contemporary look andfeel. The canopy roof was seen as a key feature.

An independent steel frame to support thecanopy has been carefully detailed and the useof elliptical hollow sections for the portalframe columns and beams is both economicaland elegant.

Every steel detail has been carefully considered,with the smallest connections designed to offera modern, sleek look. The stretched fabric israised up in conical forms with the use ofstainless steel cables acting on a central glazedring in the centre of each cone. These 1.5mdiameter rings allow natural light to streamthrough. The lighting design works inharmony with the canopy, using fittings thatproject light both up and down.

JUDGES’ COMMENT

JUDGES’ COMMENT

This innovatory school will form the focusof a new community on the outskirts ofthe city. Circular in plan and arrangedaround a central garden courtyard, thesimple elegant steel frame achieves long-span lightweight construction despite thefoundation and programme constraints.

The steelwork framing contributed to a notable completion in two years from inception.

This project enhances sports facilities at awell-established girls’ school and is on aconstricted site in an historic urbancontext. The latter has led to brick and tilecladding, but with an intellectually elegantsteel frame with carefully detailed andarticulated connections.

The standard of the finished work is very high.

Architect: BuckleyGrayYeoman

Structural Engineer: Heyne Tillett Steel

Steelwork Contractor: TSI Structures Ltd

Client: Channing School

PROJECT TEAM

Height restrictions for the sports hall roof,from both above and below, led to a creativedouble-pitched solution with no centralsupport using four sloped steel trusses whichspan 34m along the length of the building.

With only a 30 degree pitch, large horizontalforces from the roof attempting to spread areresisted by a series of exposed Macalloy tiesbetween perimeter columns and the centralvalley chords of the trusses. Once all roof

steelwork was in place and connections fullytightened, central roof props were loweredgradually in unison.

Stability has been provided by portal action tothe perimeter columns and braced bays atgable ends.

The upper floor of the sixth form centre is aclear span steel frame also tied with exposedtriangulated Macalloy cables.

This is a new school that encompassesclassrooms, group rooms, performing arts andmulti-purpose halls, dining hall, library, storagefacilities, kitchen, WC and changing rooms.

The Communal Block, approximately 35m x26m on plan, comprises a steel frame withprecast hollow core slabs at first floor androof level.

The Cluster Building is a circular, single storeysteel frame with lightweight roof. Its outerradius is 46m and its inner radius is 24.5m.

The Inner Canopy is a circular glazed steelcanopy 2.7m wide.

By using steel an open-plan arrangementencompassing long spans with minimum depthwas achieved, providing internal flexibility andfuture adaptability in terms of layout and wallpartitioning. The weight of the superstructurewas also kept to a minimum which minimisedthe size and depth of foundations.

NATIONAL FINALIST

NATIONAL FINALIST

University of Cambridge Primary School

Sports Hall and Sixth Form Centre,Channing School, London

JUDGES’ COMMENT

JUDGES’ COMMENT

Architect: Marks Barfield Architects

Structural Engineer: Parmarbrook

Steelwork Contractor: William Haley Engineering Ltd

Main Contractor: Willmott Dixon Construction Ltd

Client: North West Cambridge Development, University of Cambridge

PROJECT TEAM

The re-use of a redundant concrete officeblock for upmarket residentialaccommodation, with extension upwards andhorizontally, led to enormous structuralcomplexity. The merits of steelwork enable agreat increase in the number of storeys, inspite of the foundation constraints.

The team worked well together to meet thetight programme and satisfy the planners andthe client.

Architect: Kohn Pedersen Fox Associates

Structural Engineer: AKT II

Steelwork Contractor: Severfield

Main Contractor: Mace

Client: CIT Developments LLPPROJECT TEAM

The transformation of this 1970s office schemeinto a landmark structure was made possiblethrough the use of innovative design solutionsthat are reliant on the use of structural steel.

The existing podium floorplates have beenextended with two new floors added, whilst thepodium building’s cores have been strategicallyrelocated, opening out office space, promotingthe ingress of natural light and encouraging acollaborative working environment. The use ofa steel structure helped to minimise the loadingonto existing foundations.

Within the tower the loadings from anadditional 11 storeys of residentialaccommodation are carried through theextended core rather than the externalcolumns, which had limited additionalcapacity. This was possible by hanging thenew structure off the central core utilising acombination of a tension bar system andcantilevering steelwork in conjunction withlightweight concrete floor slabs.

Long approach ramps required complicatedcurved and twisted box spine beams leadingto the main span. The elegant main span isformed of a cleverly shaped box section withupstand edge beams and neatly detailed postand mesh safety barriers providing a visuallyshallow profile.

The bridge provides a much needed safepedestrian and cycle link across the busyA27 road.

Architect: WilkinsonEyre

Structural Engineer: Balfour Beatty Mott MacDonald

Steelwork Contractor: Mabey Bridge Ltd

Main Contractor: Interserve Construction Ltd

Client: Highways EnglandPROJECT TEAM

The structure is a steel hybrid box girder/half-through trough. This efficient structural formgives both excellent torsional rigidity andallows the bridge to have a low overallstructural depth.

The structure tapers over its length, withgreatest depth at mid-span and minimal depthat each end. This form provides the structuraldepth where it is needed the most in the simplysupported span.

Visually, the gently curved, sculpted exteriorform is deliberately understated with a simpleuncluttered exterior. Internal steel stiffenersdefine a series of gradually morphing skeletal‘ribs’. These regularly spaced ‘ribs’, required tostiffen the cross section, constantly changeshape as one travels across the bridge.

The main bridge was installed within an 8-hour night-time closure, with ramps and stairsbeing erected on subsequent nights to minimisedisruption to the travelling public.

NATIONAL FINALIST

NATIONAL FINALIST

South Bank Tower, London

Whyke Horizon Footbridge, Chichester

JUDGES’ COMMENT

JUDGES’ COMMENT

This bridge provides a key link between thetown centre and the residential and sportsareas to the south. The cable-stayed bridgecleverly cantilevers from the south side,minimising the impact of foundations on thenorth end with its busy roads and criticalinfrastructure services.

A striking steelwork project.

Architect: WYG/Doran Consulting

Structural Engineer: AECOM

Steelwork Contractor: S H Structures Ltd

Main Contractor: Fox Contracts

Client: Derry City and Strabane District CouncilPROJECT TEAM

This imaginative design which achievesits supports from existing columns hasbeen carefully detailed, assembled andinstalled into a highly constrainedexisting gallery space.

The merits of steelwork and the closecollaboration between the designers,contractors and an informed client haveall contributed to success.

Architect: Universal Design Studio

Structural Engineer: Heyne Tillett Steel

Steelwork Contractor: Ermine Engineering

Main Contractor: Parkeray

Client: The Science MuseumPROJECT TEAM

The key structural element in the newInformation Age Gallery is a raised ellipticalwalkway which runs throughout the galleryand bridges the spaces in between sixinteractive ‘story boxed’ zones.

Primary support is provided via these steel-framed ‘story boxes’ and additionalintermediate supports off existing columns,with seemingly invisible connections giving theillusion of the walkway piercinguninterruptedly through the pods.

The deck comprises a simple curved box ‘spinebeam’ with regularly spaced cantilevering ‘ribs’at either side, which was well equipped tohandle torsion generated by the plan curvesand eccentric column supports.

The walkway was delivered as a series of 6.2mlong cassettes with the cantilevering ‘arms andglass balustrade supporting edge members pre-welded to the ‘spine’ offsite. These were liftedinto position using spider cranes andconnected via full strength butt welds.

This landmark cable-stayed bridge crossing theRiver Mourne provides a crucial missing linkfor pedestrians and cyclists between theresidential areas and schools south of the riverand Strabane centre to the north.

A key feature of the inclined and curved mainpylon is a wishbone-shaped pair of Vierendeeltrusses that stiffen the top of the arch in thiszone of highly focussed loading.

The designed profile of the pylon legs wasparabolic. This shape was approximatedduring fabrication by three constant radii, witha discrepancy in geometry of less than 10mm,making fabrication of the pylon more efficientand cost-effective. Offsite fabrication produceda polished, precision-fabricated structure withthe desired aesthetic qualities, as well asminimising site activities.

The installation of the mast required two largemobile cranes to safely carry out a critical andcomplex tandem lift.

© Peter French

NATIONAL FINALIST

NATIONAL FINALIST

Strabane Pedestrian and Cycle Bridge, Co Tyrone

Information Age Gallery, The Science Museum, London

JUDGES’ COMMENT

JUDGES’ COMMENT

Two cantilevered leaf-form canopies focusattention on the pier approach. One provideswelcome shade to the public whilst the otherhas been enclosed for a tourist office.

The steelwork is neatly made and providesmodels for further regeneration ofBournemouth’s seafront.

Architect: Poynton Bradbury Wynter Cole Architects Ltd

Structural Engineer: Hydrock

Steelwork Contractor: Weldrite Structures Ltd

Main Contractor: Willmott Dixon Construction Ltd

Client: Bournemouth Borough Council

PROJECT TEAM

The ‘leaf’ structures provide a visitorinformation centre and a shelter in the centreof Pier Approach on Bournemouth’s seafront.

Two identical structural forms were conceived -one open to provide shelter and performancespace, the other enclosed by an elegant glassstructure to create an information centre.Structurally a leaf is a natural cantilever, with asingular ‘stalk’ (cantilever box-girder column)supporting the ‘veins’ (cantilever beams) whichreach out to support the surface (roof).

Structure is provided only where necessary.Not only does the structure taper down fromroot to tip, but the steel plate sections withineach box-girder cantilever and reduce inthickness. This saves material and mass,resulting in a highly efficient construction. In addition, a discrete cantilever prop wasadded to the kiosk in order to further reducethe work required by the cantilever and itsfoundations.

NATIONAL FINALIST

Kiosk and Shelter, Bournemouth Pier Approach

JUDGES’ COMMENT

The British Constructional Steelwork Association Ltd and Steel for Life have pleasure in inviting entries for the 2017Structural Steel Design Awards Scheme.

The objective is to celebrate the excellence of the United Kingdom and the Republic of Ireland in the field of steelconstruction, particularly demonstrating its potential in terms of efficiency, cost-effectiveness, aesthetics and innovation.

The Structural Steel Design Awards Scheme

2017 ENTRY FORM

OPERATION OF THE AWARDSThe Awards are open to steel-based structures situated in the UnitedKingdom or overseas that have been built by UK or Irish steelworkcontractors. They must have been completed and be ready foroccupation or use during the calendar years 2015-2016; previousentries are not eligible.

THE PANEL OF JUDGESA panel of independent judges who are leading representatives ofArchitecture, Structural Engineering and Civil Engineering assess the entries.

The judging panel selects award winners after assessing all entriesagainst the following key criteria:

Planning and Architecture

■ Satisfaction of client’s brief, particularly cost-effectiveness■ Environmental impact■ Architectural excellence■ Durability■ Adaptability for changing requirements through its life■ Efficiency of the use and provision of services■ Conservation of energy

Structural Engineering

■ Benefits achieved by using steel construction■ Efficiency of design, fabrication and erection■ Skill and workmanship■ Integration of structure and services to meet architectural

requirements■ Efficiency and effectiveness of fire and corrosion protection■ Innovation of design, build and manufacturing technique

SUBMISSION OF ENTRIESEntries, exhibiting a predominant use of steel and satisfying theconditions above, should be made under the categories listed below:

■ Leisure (including sports) ■ Commercial■ Residential ■ Industrial■ Traffic bridge ■ Retail■ Footbridge ■ Education■ Other (sculptures etc) ■ Healthcare

Any member of the design team may submit an entry using theappropriate form. The declaration of compliance with the awardrequirements must be completed by the entrant.

Entrants should ensure that all parties of the design team havebeen informed of the entry.

GENERALThe structures entered must be made available for inspection by thejudges if they so request. All entrants will be bound by the decisionof the judges, whose discretion to make or withhold any award orawards is absolute. No discussion or correspondence regarding theirdecision will be entered into by the judges or by the sponsors. Thedecision of the sponsors in all matters relating to the Scheme is final.

A short list of projects will be announced and the project teamsnotified directly. The results of the Scheme will be announced in theautumn – no advance notification will be given to the project teamsas to which structures will receive Awards.

Any party involved in a project that is no longer in business forwhatever reason will not receive any recognition in the StructuralSteel Design Awards.

AWARDSEach firm of architects and structural engineers responsible for thedesign receive an award as do the steelwork contractor, maincontractor and client.

PUBLICITYThe sponsors assume the right to publish the drawings,photographs, design information and descriptive matter submittedwith the entry to publicise the award-winning structures in relationto the Structural Steel Design Awards Scheme.

FURTHER DETAILSAll correspondence regarding the submission of entries should beaddressed to:

Gillian Mitchell MBE, BCSA, Unit 4 Hayfield Business Park,Field Land, Auckley, Doncaster DN9 3FL

Tel: 020 7747 8121Email: gillian.mitchell@steelconstruction.org

CLOSING DATE FOR ENTRIESFriday 24th February 2017

Sponsored by The British Constructional Steelwork Association Ltd and Steel for Life.

PLEASE COMPLETE ALL SECTIONS BELOW IN FULL

(including email addresses):

Name of building/structure: . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .

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Location: . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .

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Programme of construction: . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .

Completion date: . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .

Total tonnage: . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .

Approximate total cost (£): . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .

Cost of steelwork (£): . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .

Category under which entry is made:

Commercial Industrial Retail

Education Healthcare Leisure/sports

Residential Traffic bridge Footbridge

Other (sculptures etc)

ARCHITECT

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STRUCTURAL ENGINEER RESPONSIBLE FOR DESIGN

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STEELWORK CONTRACTOR

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MAIN CONTRACTOR

Company Name: . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .

Address: . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .

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Contact: . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Tel: . . . . . . . . . . . . . . . . . . . . .

Email: . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .

CLIENT

Company Name: . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .

Address: . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .

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Contact: . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Tel: . . . . . . . . . . . . . . . . . . . . .

Email: . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .

PERSON SUBMITTING THIS ENTRY

Name: . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .

Tel: . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .

Email: . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .

SUBMISSION MATERIALThe submission material should include:

n Completed entry form

n Description of the outstanding features of the structure (c 1,000 words), addressing the key criteria listedoverleaf, together with the relevant cost data if available

n Architectural site plan

n Not more than six unmounted drawings (eg. plans,sections, elevations, isometrics) illustrating the essentialfeatures of significance in relation to the use of steel

n Six different unmounted colour photographs which shouldinclude both construction phase and finished images

n Memory stick containing the images submitted as digitalJPEG files at 300dpi A5 size minimum and an electroniccopy of description text in Word (not pdf format)

DECLARATION OF ELIGIBILITYAs the representative of the organisation entering this structure inthe Structural Steel Design Awards 2017, I declare that this steel-based structure has been fabricated by a UK or Irish steelworkcontractor. It was completed during the calendar years 2015-2016. It has not been previously entered for this Awards Scheme.

Signed: . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Date: . . . . . . . . . . . . . . . .

On behalf of: . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .

Entry material should be sent to:Gillian Mitchell MBE, BCSA, Unit 4 Hayfield Business Park, Field Land, Auckley, Doncaster DN9 3FL to arrive by not later than 24th Feb 2017

2017 ENTRY FORM

Designed and produced by Kovic Design Limited • www.kovicdesign.co.uk