The Structural Engineer Magazine

 

January 2019

TheStructuralEngineer

Volume 97 | Issue 1

The flagship publication of The Institution of Structural Engineers

SEEING THE LIGHT Hull’s Solar Gate celebrates the potential of digital tools to optimise structural form

INTRODUCTION TO BRIDGES DESIGNING A WINDPOST EDUCATING TOMORROW’S ENGINEERS

 

The perfect place to find the latest structural engineering vacancies The Structural Engineer Jobs is the official jobs board for The Institution of Structural Engineers

350  j jo obs  posted on average every month

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Upfront Contents

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PAGE 󰀱󰀳 INTRODUCTION TO BRIDGES

PAGE 󰀳󰀴 DESIGNING A WINDPOST

PAGE 󰀳󰀸 COMMENT & REPLY

TheStructuralEngineer Volume 97 | Issue 1

Upfront

Features

5 

13 

Editorial 6  President’s end-of-year report: Preparing for the future of tomorrow – today 8

        10 

  12 

 

Institution news: Election of members of the Board for 2019–20 Council election 2019: call for nominations Apply now for a Pai Lin Li Tr Travel avel Award Enter the Excellence in Structural Engineering Education Award Institution news: Institution election/transfer/ election/transfer/reinstatement reinstatement lists Institution news: Changes to the Institution’s Regulations Section 4: Code of Conduct and Guidance Notes, and Disciplinary Powers

Opinion 38 

Comment & reply: The TallWood TallWood House at Brock Commons, Vancouver

40 

Viewpoint: There is more to a flower than a STEM STEM

42 

Verulam

An introduction introduction to bridges for structural engineers (part 1)

Project focus

44  20 

Solar Gate, Hull – form through function

Developmentt of ultra-high Book review: Developmen  performance concrete concrete against against blasts: blasts: from materials to structures

Professional guidance 30 

Business Practice Note No. 21: Leading an effective meeting

32 

Do you have the skills to be a leader?

Technical 34 

Technical Guidance Note Level 2, No. 19: Design and detailing of windposts to masonry walls

45 

Book review: Structural design from first principles

 At the back back 46

Diary dates

48

Spotlight on Structures

50

Products & Services

51 52

Services Directory TheStructuralEngineer Jobs

58

And finally…

Front cover: SOLAR cover: SOLAR GATE ©MIKE TONKIN  The Structural Engineer P󰁒ESIDENT Joe Kindregan BE, CEng, FIStructE, MIEI CHIEF EXECUTIVE Martin Powell EDITO󰁒IAL HEAD OF PUBLISHING Lee Baldwin   MANAGING EDITOR Robin Jones t: +44 (0) 20 7201 9822 e: [email protected] org EDITO󰁒IAL ASSISTANT Ian Farmer t: +44 (0) 20 7201 9121 e: ian.farmer@istruc [email protected] te.org

www.thestructuralengineer www.the structuralengineer.org .org ADVE󰁒TISING

EDITO󰁒IAL ADVISO󰁒Y G󰁒OUP

DISPLAY SALES t: +44 (0) 20 7880 7632 e: [email protected] [email protected] o.uk

Will Arnold MIStructE Allan Mann FIStructE Don McQuillan FIStructE McQuillan FIStructE Chris O’Regan FIStructE O’Regan FIStructE Angus Palmer MIStructE Simon Pitchers FIStructE

󰁒EC󰁒UITMENT SALES t: +44 (0) 20 7880 6235 e: [email protected] co.uk DESIGN DESIGNE󰁒 Callum Tomsett SENIO󰁒 DESIGNE󰁒 Nicholas Daley P󰁒ODUCTION P󰁒ODUCTION EXECUTIVE 󰁒achel Young

Price (2019 subscription)

© The Institution of Structural Engineers. All non-member authors are required to sign the Institution’s ‘Licence to publish’ form. Authors who are members of the Institution meet our requirements under the Institution’s 󰁒egulation 10.2 and therefore do not need to sign the ‘Licence to publish’ form. Copyright for the layout and design of articles resides with the Institution while the copyright of the material remains with the author(s). All material published in  carries the copyright of the Institution, but The Structural Engineer  carries the intellectual rights of the authors are acknowledged.

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President’ Presiden t’s s Inaug Inaugural ural  Address  Addr ess 2019

Joe Kindregan Eur Eng, C. Eng, FIStructE, MIEI, BE Join The Institution of Structural Engineers in welcoming Joe Kindregan as our 99th President. Date: Thursday 10 January 2019  Time: 17:30 for 18:00 start

Price: Free  Venue: Institution HQ

www.istructe.org Joe is a consulting engineer based in Ireland having previously worked as a lecturer and Head of Department of Civil and Structural Engineering at Dublin Institute of Technology. Technology. Joe has a strong interest in the history of engineering and its contribution co ntribution to the welfare of humanity.

 

Upfront Editorial

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Editorial Is this meeting really real ly necessary? necessary? Robin Jones  Jones Managing Editor

As we enter 2019, many of us will be making New Year’s resolutions, in an attempt to lead better lives in at least some small way. Most – if not all – of us will also regularly be required to attend meetings as part of our working lives. While these can be extremely useful, we will likely all have experienced occasions when meetings veer off topic, fail to stick to the agreed timescale, or do not result in clear outcomes. These frustrations are addressed in our latest Business Practice Note, which sets out key principles for maximising the effectiveness of meetings (page 30). 30). Perhaps there’s an easy

members’ magazine, so it’s been heartening to witness the level of engagement with two recent initiatives. First, thank you to everyone who completed our reader survey. With over 1700 responses, including many thoughtful comments, there is much for us to consider. We’ll We’ll bring you a summary of the results in a later issue, but there were two sustainability-related questions asked by several readers which I’ll address now: 1) A number of you asked how to opt out of receiving a printed copy of the magazine, either because you read it online or would prefer to share a copy co py in your yo ur offi ce. To opt

will keep the matter under review review.. Key questions to consider are the sustainability of alternative products and offering value for money to members. In the meantime, I would like to stress that the current polywrap is recyclable. In the UK, at least, it can be recycled at many supermarkets along with other film wrappers and carrier bags. Second, we were delighted by the tremendous response to the call for papers for our planned special issue on ‘Future trends in structural engineering’. Around 100 readers submitted synopses, which are being reviewed by our Guest Editors – Ed

resolution here for to usmake all, to all take note to heart and strive ourthe meetings in 2019 as effective as possible, starting with the question: is this meeting really necessary?

out, simply email the Institution’s Instituti on’s Records Recor department ([email protected]) with ([email protected])  withds a request to amend your preferences. 2) Others asked whether the polywrap in which the magazine is mailed could be replaced with a more environmentally friendly alternative. While we have no immediate plans to change this, we are aware of developments in the field and

Clark of We’ll Arup bring and Tim ofnews the University of Bath. youIbell more on this later in the year.

Reader engagement The Institution is a membership body and The Structural Engineer  is,  is, at its core, a

Happy New Year To conclude, I’d like to thank you all for your continued engagement with The Structural Engineer , and I wish you a happy and prosperous 2019!

The Structural Engineer  provides structural engineers and related professionals worldwide with technical information on practice, design, development, education and training associated with the profession of structural engineering, and offers a forum for discussion on

The Institution  has over 27 000 members in over 100 countries around the world  is the only qualifying body in the world concerned solely with the theory and practice of structural engineering  through its Chartered members is an internationally

The Structural Engineer  (ISSN  (ISSN 1466-5123) is published by IStructE Ltd, a wholly owned

Contributions published in The Structural Engineer are published on the understanding that the author/s is/are is/are solely responsible for the statements made, for the opinions expressed and/or for the accuracy of the contents. Publication does not imply that any statement or opinion expressed by the author/s

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Upfront Institution news

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President’s endPresident’s end-of of-y -year ear report: report: Preparing  Preparing for the future of tomorrow – today FaithWainwright MBE, FREng, DEng (Hon), FIStructE, FICE

2018 President of The Institution of Structural Engineers

communities aroundabout the world who are passionate seeing that our profession will continue to play a vital role in the future of tomorrow’s built environment. To just highlight two t wo of those headlines: First, a report by the Intergovernmental Intergo vernmental Panel on Climate Change󰀱, released in October 2018, brought brought to us the dramatic difference in predicted impact between a global rise in temperature of 1.5°C above preindustrial times by 2100, rather than the 2°C which was already an ambitious target, but one which

And on the topic of digital change, the World Economic Forum published The Future of Jobs Report 󰀲 in September 2018, which spelled out how the Fourth Industrial Revolution will transform work. One set of estimates suggests that ‘75 million  jobs may be be displac displaced ed by by a shift shift in the division of labour between humans and machines, while 133 million new roles may emerge’, and it is in the area of creativity, critical thinking, persuasion – and surely these encompass design – that  jobs will gro grow. w. As we, as a profession, are swept up with – and even help steer – this trajectory of change, the thrust of my year of service as President has been to share ideas about cultivating a mindset that enables us to better embrace embrace change and to ensure that we, as structural engineers, make our best possible contributions to shaping our future world. It has been an enormous privilege to share thoughts with members across the world, and stimulate conversations around the breadth of our professional outlook, the depth of members’ expertise and the necessity of greater leadership leadership to not only progress progre ss our professio profession, n, but to ensure our utmost contribution to the betterment of society. These discussions in each region and location I have visited emphasised the level of active commitment of members to not  just talk abou aboutt this this change, change, but to to

was settling into our minds as a level we could actually work towards toward s since the Conference of the Parties in Paris 2015 had signed up to aiming for this.

innovate, explore and act in ways that I am certain will strengthen the importance of our profession as a fundamental part of solving global challenges.

A year ago, I opened my presidency with a call to embrace the future – a future which, I am convinced, will look quite different to what we have become used to; and, with the increasing complexity and opportunity, a call to work together for a creative and collaborative future. I believe, as I stated then, that the world is changing at a scale and pace which challenges our ability to understand the implications of these changes, let alone adapt to them, before there are changes yet again. Sharp headlines have underlined this for all of us throughout the year, reminding us that we, as individual professionals professionals or collectively as an institution, cannot afford to stand still. I am proud to say that the Institution is not standing still, as over the past year I have met those members and professiona professionall

6

The role of President is a great privilege, and it is the stories of members I have encounter encountered ed throughout the year that really bring to life the future of our profession, as one that is creative and collaborative. Breadth of outlook

At the start of last year, I set the question for the year’s Kenneth Severn Award submissions, choosing to focus on exploring what our profession could look like, and how we as a professio professional nal community can prepare for this. The 44 entries explored a range of ‘disruptors’ to the traditional make-up of engineering practices, exploring topics from elements in the digital realm such as artificial intelligence, blockchain blockchain and smart technologies, to sustainability

or social consciousness, the complexities of a population boom, passive prosperity or income streams, management of ‘living assets’, and the potential harnessing of botany botany,, biological engineering or chemistry. These ideas underline how we need to work with ideas and skills beyond traditional engineering disciplines, if we are to ensure future success and meet client and user expectations (Figure 1). 1). Throughout my travels, there has continued to be a high level of interest in understanding the many career pathways that exist in structural engineering, from those just starting on their paths, to career adaptors who have come from other disciplines, or those returners who have taken a break to pursue passions that

1 Figure One Central Park, Sydney hints at future with its commitment to sustainability

   T    H    G    I    R    W    N    I    A    W    H    T    I    A    F

January 2019 | TheStructuralEngineer

 

Upfront Institution news

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CROSS-AUS newsletter has been published. Plans are well advanced for a US scheme as well. CROSS is truly international, as the near misses and lessons learned are, mostly, applicable across geographical boundaries.

2 󰁅Figure Regional groups are at heart of Institution activity – Faith with South

Leading for the future

Eastern Counties Chairman, Chris O’Regan

keep up momentum with change.

Power of our professional community  Underpinning much of the activities that so inspire many of us, is the steer and backbone to our communities powered by the Executive of the Institution – Martin Powell as CEO and his team of Directors and all the dedicated staff. To keep up the pace on the heavy regular workload and  continually  continually make changes is challenging and only works because the staff really want to see that the Institution is the best it can be. Under the insightful leadership of our new President, Joe Kindregan, 2019 brings with it opportunities, both to build upon what has been done, as well as discover and address new challenges, to create a future state of our profession of which we can all be proud. It has been a great honour to serve The Institution of Structural Engineers as the 2018 President and I look forward, with you, to a strong future for the Institution as we embed new ways of thinking and equip members to practice at their best, with creativity, collaboration, and not to forget, having fun! Onwards to a future of creativity and collaboration!

skills innovatively was seen at a tour of the labs at Imperial College London, where I saw research on how to evalua evaluate te the structural performance of a printed stainless steel pedestrian bridge to be opened in Amsterdam in 2020. This is one of many examples of pushing the boundaries through applying expert engineering knowhow to the new techniques becoming available to us. The quality of what we do was stressed within all of my visits, and the respect for the standards upheld by the Institution is very apparent. I have seen what great ambassadors our members are for the professional community

As I have emphasised throughout the year, I believe that leadership within our profession comes from all levels, and I have enjoyed meeting members from all walks of life and years of experience experience,, who lead their projects, teams, firms and professional communities – regionally regionally,, nationally or internationally. I’d like to express my thanks to all regional group chairs and their committees, as well as all who have given time to other panels and committees – your willing voluntary effort is at the heart of leading our Institution (Figure 2). 2). It is likely a lesser known fact among the general membership, but I am proud to have served as President during a year in which the composition of the Board has reflected the diversity we would love to see in all leadership teams, as we have had four women, a good spread of career paths and years of experience, and members from five different countries. This diversity has really helped the inclusive outlook needed for a future profession that welcomes everyone and steers change remain relevant. I believe we aretowell ahead of most in achieving this diversity on the Board. There will be a ‘new normal’ for our future profession and I enjoyed working with the Council in February to explore many of the disruptive trends that are shaping our world, looking at the implications for the Institution of new construction methods, city resilience, the data revolution and other disruptors. This explora exploration tion by the Council has resulted in the publication entitled The future of the profession, which featured

REFERENCES

The changing nature of our work is no less demanding of our technical expertise than before. befor e. Visiting Aberdeen, Scotland illustrated this vividly – the extending of life of offshore platforms and eventual decommissioning in the North Sea demands highly skilled engineers. I do anticipate wide – and global – interest in the new Specialist

as act as for rolestandards models in andthey advocate competence. For example, in the Caribbean as well as in Singapore, the interest of the registra registration tion authorities in working closely with us to enhance standards was very much apparent. And I have been expressing throughout that we have to be a community of professionals, as it is not, in my opinion, possible to be an expert in isolation. So, I have been delighted to champion CROSS (Confidential Reporting on Structural Safety) throughout the year, and press home the

Diploma in Offshore Structural Engineering that was launched this year. Further deep expertise and a push for applying engineering

message of learning from one another. While I was in Australia, the launch of CROSS Australasia was very well received, and it is wonderful to see that the first

in The Structural Engineer  in  in November/December. It sets a new agenda and will serve to help move us out of our comfort zones, which we have to do if we are to

To comment on this article: 􀁅email Verulam at [email protected] 􀁅tweet @IStructE @IStructE   #TheStructuralEngineer

then enrich their work going forward. forwar d. Individuals, academia and firms alike are changing how they view a career path and how to prepare future practitioners for this. I am delighted that over the year we have simplified the steps to qualify both for Technicians Technicians and for Fellows, and introduced free membership for the first year of employment for graduates. Many, including the Institution, are currently rethinking the education of our future colleagues and this is a worldwide quest, as was evidenced from this being the topic of a panel discussion I contributed to at the ASEC conference confere nce in Australia, as well as our own Academics’ Conference held at our London HQ. At the SEI Congress 2018 in Fort Worth, Texas, alongside the specialist technical sessions, all the keynote addresses discussed how engineers can positively impact on the big issues we face. A memorable quote, by Professor Bruce Ellingwood of Colorado State University, wasare thattrained to ‘structural ‘structur al engineers be decision makers – it’s the liberal arts of the 21st century’.

Deep expertise

"WE NEED TO WORK WITH IDEAS AND SKILLS BEYOND TRADITIONAL ENGINEERING DISCIPLINES"

TheStructuralEngineer | January 2019

􀁅1) International Panel on

Climate Change (2018) Special Report: Global Warming of 1.5ºC  [Online]  [Online] Available at: www.ipcc.ch/sr15/ (Accessed: December 2018) 􀁅2) World Economic Forum

(2018) The Future of Jobs Report 2018 [Online] Available at: www3.weforum.org/docs/ WEF_Future_of_Jobs_2018.pdf (Accessed: December 2018)

HAVE YOUR SAY

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Upfront Institution news

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Election of members of the Board for 2019–20 Voting by members of Council 2018 for the election of three members of the Board for 2019–20 closed at 12 noon GMT on 12 November 2018. The result is as follows: Number of eligible voters: Number who voted: Turnout:

84 52 62%

Shalini Jagnarine-Azan

36   Elected

Victoria C. Martin

28   Elected

Ashutosh R. Nene

24   Elected

John R. Price

23

Joseph M. Ryan

22

Andrew L. Snowball

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Nominations are sought for candidates for election as:  Vice-President 2020–21  Ordinary member of Council 2020–22. Information about the role and operation of the Council may be found at: www.istructe.org/about-us/ organisation-structure/council . The electoral regions regions in the UK and the Republic of Ireland are based on Institution regional groups – a map of which can be accessed from the website at www. istructe.org/near-you/europe/united-kingdom . The regions are: 1) Lancashire and Cheshire 2) Scottish, Northern Ireland and Republic of Ireland 3) Yorkshire and Northern Counties 4) Bedfordshire and Adjoining Counties, East Anglia and East Midlands 5) Midland Counties and Wales 6) Devon and Cornwall, Western Western Counties and Southern

Susan M. Doran Company Secretary and Director of Regulations 12 November 2018

Apply now for a Pai Lin Li Travel Award The Pai Lin Li Travel Award provides a fantastic opportunity for young Institution members to pursue innovative and creative ideas within the context of structural engineering and the built environment. Grants of between £1000 and £3000 are available to allow young members to spend four to six weeks studying current practice or trends outside their own country. Studies of innovative materials and construction techniques are particularly encouraged. The scheme enables members to broaden their experience and test their ideas with world experts. Award-winners will have the opportunity to share their findings during an evening lecture at the Institution’s London HQ. Winners’ papers will also be considered for publication in The Structural Engineer . Visit www.istructe.org/Pai-Lin-Li-Award www.istructe.org/Pai-Lin-Li-Awardfor for full details of how to enter the Pai Lin Li Travel Award 2019.

Enter the Excellence in Structural Engineering Education Award The Institution’s Excellence in Structural Engineering Education Award is an international scheme recognising high-quality university-le university-level vel teaching of structural engineering. The Award is made to successful individuals or university departmental teams who demonstrate a commitment

to both member and non-member academics and teams. The winning individual or team will receive a prize of £1000 and be invited to submit a paper to be considered for publication in The Structural Engineer . Selected winners will also be featured at the Institution’s Annual Academics’

to the highest standards of teaching in structural engineering and a drive to develop exciting and innovative philosophies and techniques to improve student learning. The scheme is open

Conference. Visit www.istructe.org/excellencein-education for in-education  for full details of how to enter the Excellence in Structural Engineering Education Award 2019.

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Council election 2019: call for nominations

January 2019 | TheStructuralEngineer

7) Thames Valley and Surrey 8) North Thames 9) South Eastern Counties 10) Rest of Europe, Middle East, Africa and the Americas 11) Hong Kong 12) Asia and Pacific The minimum number of ordinary members (continui ng in office in 2020 and to be elected) (continuing electe d) from any electoral region is one (apart from Region 11, where because of the size of the electorate, it is two). To fulfil this requirement, at least one ordinary member of Council from Region 2 must be elected. Chartered and Incorporated Structural Engineers and Technician Technician Members (who have submitted a current Institution Continuing Professiona Professionall Development return) are invited to consider standing for election as an ordinary member of the Council 2020–22. Fellows Fellows (who have previously served on Council and who have submitted a current Institution Continuing Professio Professional nal Development Developme nt return) are invited to consider standing for election as a Vice-President 2020–21. Nomination papers (which must be completed by the candidate and 10 other Voting Members) are obtainable from Dr S.M. Doran and must be submitted by Monday 11 February 2019. Candidates must also complete a candidate information form and supply a photograph. Completed nomination documents can be returned by email to [email protected]  or by post. In due course, voting documents will be issued and you will be able to vote either electronically electronically or by post. The results will subsequently be published in The Structural Engineer , in the e-newsletter and on the website. Dr S.M. Doran

Company Secretary and Director of Regulations

 

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Upfront Institution news

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Institution election/transfer/reinstatement list: 4 October 2018 At a meeting of the Membership Committee on 4 October 2018, the following were elected/ transferred/reinstated in accordance with the Institution’s Regulations: ELECTIONS

Honorary Fellow (2) MCCANN, Martin SCURLOCK, Susan Direct Fellow (1) CORRES PEIRETTI, Hugo Eduardo Member (14) CHEW, Aik Loong EDISON, Ivan HIMAWAN, Aris IV, Socheat KULANDEAIVELU, Muthu Kumar LEONG, Kok Sang LIU, Xiayu LIU, Zi You Elizabeth PHUAH, Phei Guan Ivan TAN, Allen Suan Sim TE, Chei Yean WANG, Mingda WANG, Wei

ZIN, Soe Moe

Free Students (289)

Graduate (79)

REINSTATEMENTS

Student Employed (2) TRANSFERS

Member/Associate to Fellow (11) ALDEBURGH, Tim DASGUPTA, Jaydip DENHAM, Mark LEIGHTON, Kate Elizabeth LIU, Yuk Shing MARTIN, James Robert MENZIES, Paul Kevin PEARSON, Philip Frank SHAW,, Chris Bernard SHAW SU, Kai Leung WATKINS, Peter James Graduate to Member (8) CHIU, Chi Kong DONNELLY, Jocelyn HO, Nguyen Vu KOH, Ze Yee LEUNG, Chun Ming Desmond WONG, Sik Kwang YIP, Chun Yu ZHENG, Zhijian Student to Graduate (35)

Member (6) BOURNE, Simon John CHIU, Yue Leung CLARK, Matthew Charles John JOHNSTON, Darren Paul ROBERTSHAW, Thomas SPARKES,, Darren SPARKES

REGINOLD, Jesuthasan Terence SLOAN, Daniel SWEET, Adam David ZHENG, Zhijian David Student Employed (1) GRIFFITHS, Iwan Student Free (61) NOTICE

Graduate (22) AHMED, Zameer AMBARDEKAR, Nikhil BARRETT,, Declan BARRETT Decl an CHARALAMBIDES, Demetris CHARLESWORTH, CHARLESWOR TH, Natasha Louise CORR, Philip Patrick

RESIGNATIONS

CRAWSHAW, Joseph Joseph CROWE, Cathal EDGAR, Nicholas Charles ELIAS, Tefade FOGG, Jacob Henry HUSSAIN, Emran JOSHI, Radha LOKHANDWALA, LOKHANDW ALA, Shabbir MBOMENA, Michael NAVARATNAM, Thushaban O’CONNOR, Alan John O’SHEA, David

The deaths of the following are reported with regret:

The Membership Committee has accepted, with regret, the following resignations: Graduate (1) DEATHS

Honorary Fellow (1) Lord Howie of Troon Fellow (11) BECKETT, Geoffrey Arthur BISHOP, Ernest John BOGA, Ramzan Kassamali CANTLAY, William Gordon DALE, Hilary Michael

KORISTA, D Stanton LOWSON, William Wallace OGUNBEKUN, Olumide SPIR, Geoffrey STEVENS, Anthony TAM, Chun Hung Wilkie Member (18) ALDERSLEY,, Neville ALDERSLEY Nevil le COWLEY,, Donald Holliday COWLEY CUDDEN, Robert DURLEY, John Edward Charles FORBAT, Anthony John GRIGGS, Martin Joseph HAYES, Nigel Maurice James HICKS, Austin Sidney HODGSON, Denys NAUGHTON, John O’DEA, Christopher Paul PORTER, Arthur James RABALSKI, Jerzy Karol READY, Reginald Frederick ROBERTS, Albert James SPEED, Cecil Harry TERRY,, Arthur William TERRY THORN, Roland Berkeley Graduate (1) TOPRANI, Uttamsinh Kalyanji

Institution Institut ion transfer list: 8 October 2018 TRANSFERS

Associate-Member to Member (7) ELLOWAY, Andrew Terence EVATT, Shirley Ann FAIRCLOUGH, FAIRCL OUGH, Gavin James HOWLAND, Wayne LAMB, Alan Iain SRIKANTHAN, Sritharan SUTCLIFFE, Kyle William Graduate to Member (151) AHLERS, Emily Katherine ANCA PEREIRA, Jose Alberto ASTON, Timothy David AU, Tsz Ho BAILEY, Louise BALDING, Daniel BARTAL, Frantisek BLEEZE, Rebecca Mary Teresa Mchale Mchal e BRENT,, Simon Rory BRENT BROOKS, Christopher

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BUCKLE, Joanna Elise BULMAN, Alex BUTCHART, Caroline CAPP, Jennifer CHAN, King Hei CHAN, Kin Cheung CHAN, Man Fung CHENG, Cheung Kin CHIRIANU, Marian CIRULIS, Mikus CLEWLOW,, Thomas CLEWLOW CLUNIE, Andrew CODMAN, Steven Antony COOKSON, Gary Michael DACK, Rory Robert DALTON, DAL TON, Patrick Spencer D’ARCY, Craig Michael DAVIES, Andrew DELEHEDY,, Paul Michael DELEHEDY DENG, Zhoukai DERLERES, Nikolaos DEZA TRUJILLO, Roberto DOLTON, DOLT ON, Edward Jack

DUBROVSKIS, Dmitrijs DURAND, Eloi Malo EDWARDS, EDWA RDS, Richard ELLIS, James FAROOQ, Junaid Ul FARRELL, Michael John FOSTER, Rufus Edmund FOWLEY, Peter FREEMAN, Benjamin Robert GOSLIN, Philippa Jean Higgs GRIFFIN, Jennifer Michelle GURUNG, Juni Kumari HALTON-FARROW, Josh HAMZA, Hadi HANNIGAN, Conor James HANWAY, Margaret HARDY, Dominic HINKS, James HO, Nok Man HONG, Yu HOWES, Simon John IM, Weng Hei IOANNOU, Nicolas

January 2019 | TheStructuralEngineer

JACKMAN, David Ian JAFFE, Daniel Jonathan JARDINE, Ross JARVIS, Caroline Lucy KEFALA, Paraskevi KENDALL, Joe KHIEU, Xuan Viet KING, Stephen Edward KINNAIRD, Raymond Frederick James KIRK, Mark KO, Siu Fung Andy KUMAR, Ashalata LAM, Ka Chun LAW, Sai Hong LAWSON, Christopher William LEE, Kui Ho LEE, Ka Leung LEGNANI, Laura LESTER, Rowan LEUNG, Yiu Chun LEUNG, Hoi Tan Alvin

LI, Xue LI, Junyu LINTON, William LUK, Ming Tao MA, Kin To Kendall MATSUZAKA, Tom MATTHEWS, MATTHEW S, Samuel MAYO, Richard MAZZA PUNGETTI, Francesco MCAULIFFE, Robert MCCLENAN, Thomas Michael MCCOURT,, Samuel Albert MCCOURT MCKEE, Gary MERRETT, Jack MIRABELLA, Roberto Agatino MISTRY, Ameet MOLINA, Ricardo MOORE, Christopher James MORRISSEY, Peter Francis MOSLEY, Jonathan Simon MURPHY,, Charlotte MURPHY

 

Upfront Institution InstitutionNews news

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Institution Institut ion transfer list: 26 October 2018 TRANSFERS

Graduate to Member (1) MEHTA, Mayank

Institution election/transfer/reinstatement list: 6 December 2018 At a meeting of the Membership Committee on 6 December 2018, the following were elected/ transferred/reinstated in accordance with the Institution’s Regulations: ELECTIONS

Honorary Fellow (1) POWELL, David Martin Graduate (66) Student Employed (5)

PRICE, John Robert SMITH, Simon Raymond TAI, Theodore Tin Tat Graduate to Member (4) BAGHI, Hooman CHAN, Yikshun LI, Chun Kit TREACY, Mark Student to Technician (1) MARAIS, Andreas Jacobus Hendrik Student to Graduate (17)

TRANSFERS

Member/Associate to Member/Associate Fellow (8) DAVIES, DA VIES, Gareth Thelwall HALLUM, Andrew James HU, Zheng Yu PITCHERS, Simon Jeremy PARMAR, Manoj

NEALE, Ashley Adam O MEACHAIR, Ciaran PALMER, James Adam PARBY, PARB Y, Camilla Ingemann PATEL, Jayesh PETRIE, Dominic PHAM, Thanh Phuong PRICE, Rupert Thomas PROBERT,, David James PROBERT QU, Jia Wei QUINN, Charlotte RANGANATH BABU, Gangadhar RICHARDSON, Howard James Trevor ROELOFS, Rick Benjamin ROSS, Alister RUTHERFORD, Michael RYAN, RYA N, Darragh Dar ragh SAUNDERS, Samuel Anthony SCHEIBLER-FROOD, Kristina Mitzi SEAL, Joseph Frederick

Student Free (1522)

has accepted, with regret, the following resignations:

REINSTATEMENTS

Fellow (1) BROOKS, Robert Anthony Member (1) LESSAN, Ardeshir Graduate (8) BANAHAN, Stephen DREW, Rebecca Jasmine GASCOIGNE, James HODSON, Timothy James KEIGHLEY, Hannah MALONEY, Gavin MEEK, Liam SHEADER, Luke Student Free (28) NOTICE RESIGNATIONS

The Membership Committee

SEN, Ziya Ozgur SHEARD, Martyn SHEPHERD, Jack Andrew SHIELDS, Rowan Thomas SMITH, Adam Michael STACEY, Samuel Brian STUART, Valerio TAMULEWICZ-DOWNEY, Agata TAYLOR, Jonathan Peter TESTO,, Nicola Michelle TESTO THEVANESAN, Yogarasa THOMAS, Matthew Miles TONG, Siu Kuen Chloe TURNER, Matthew Joseph UNTERREINER, Henry Michel Alexandre VADALOUKAS, Dimitrios VOISEY,, Daniel Scott VOISEY

WILLIAMS, Lowri WISEMAN, Allan Gordon WONG, Ho Yin Ivan WONG, Man Hong WU, Jiajie XU, Han YIN, Jialin YOUNG, Matthew YUAN, Xue ZHANG, Juan ZHANG, Enuo

WALSH, Jonathan WALTON, Robert WARREN, Ella WEBSTER, David WILLIAMS, Adam

KASITHAMBY KASITHAMBY, , Mayuran MERRICK, Paul Andrew PERRY,, Martin William PERRY SPENCE, Michael Junior

Member (3) ADMANS, Stuart Barry BALDOCK, Nigel Stewart Glen NASH, Richard Julian Associate-Member (2) DAVIS, DA VIS, William Richard SEDDON, Stephen Paul Graduate (2) BERGSAGEL, Daniel CHAKMAKJIAN, Serge DEATHS

The deaths of the following are reported with regret: Fellow (8) DURKIN, Kenneth Ronald HOLLAND, Robert

LOCKHART, Robert Boleshaw ROBERTS, Eric John SRINIVASAN, SRINIVA SAN, Kannurpatti V SWIDZINSKI, Zbigniew Maria Michael TIETZ, Stefan Berthold WEATHERLEY, Noel Member (10) ASHTON, Colin Raymond BELCHER, Norris BERRISFORD, Carl James JAMES, Dennis William POINTER, Ian David POINTS, Brian Stanley TAVERNER, Geoffrey Clifford THEI, Arthur Abraham TYLER, Graham Anthony WU, Kwok Ming Allen Associate-Member (1) DAWSON, DAW SON, Peter Scott

Graduate to AssociateMember (9) AIREY, Paul David BROWN, Kay Verity DAY, Maxwell William HALL, Philip Roger JOHNSON, Ben

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Upfront Institution news

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Changes to the Institution’s Regulations Section 4: Code of Conduct and Guidance Notes, and Disciplinary Pow Powers ers The Institution’s main purpose, in accordance with its Royal Charter, is to promote for the public benefit the general advancement of the science and art of structural engineering. engineering. Members of the Institution are proud of the high standards and expertise demonstrated by their membership, including the exemplary standard of professional and ethical conduct. The Bye-laws provide that members shall be obliged at all times to uphold the reputation of their profession and to observe the Laws of the Institution, which includes the Code of Conduct and Guidance Notes. The Professional Conduct Committee (the PCC) has undertaken a comprehensive review of the Institution’s Code of Conduct and Guidance Notes and Section 4 of the Institution’s Regulations. Taking into consideration the relevance relevance of the existing Code of Conduct and Guidance Notes, good practice among other cognate organisations, revised guidance published by the Engineering Council, and the Statement of Ethical Principles published by the Engineering Council and the Royal Academy of Engineering, the PCC has made recommendations recommend ations to amend the Code of Conduct and Guidance Notes and Section 4 of the Regulations. The Institution’s Board approved the recommendations recommendations and the new Code of Conduct and Guidance Notes and Section 4 of the Regulations come into force on 1 January 2019. Code of Conduct

Members shall: 1) act with integrity and fairness and in accordance with the principles of ethical behaviour; 2) have regard to the public interest as well as the interests of all those affected by their professional activities; 3) uphold the reputation of the professio profession; n; 4) maintain and broaden their competence and, where appropriate, assist others to do so; 5) undertake only those tasks and accept only those appointments for which they are competent; 6) exercise appropriate skill and judgement; 7) not maliciously or recklessly reputation of another person; injure or attempt to injure the 8) avoid conflicts of interest. The articles listed above constitute the Articles of the Institution’s Code of Conduct. In addition, members shall: a) comply with the legislation of the country in which they are working and that which is relevan relevantt to the project location; b) disclose to the Institution upon being declared bankrupt and/or and/or becoming disqualified as a Company Director and/or Charity Trustee; Trustee; c) disclose to the Institution if they have been convicted of a criminal

offence (other than motoring offences which did not result in disqualification); d) disclose to the Institution if they have been subject to an adverse finding before any tribunal, court or other competent authority in respect of an allegation or offence relevant to membership of the Institution; e) comply with the Laws of the Institution of Structural Engineers as described by the Charter Charter,, Bye-laws, Regulations and associated Rules. Every member of the Institution, irrespective of grade, is required to abide by the Code of Conduct. Please visit www.istructe.org/ about-us/governance/code-of-conduct  to download the full document. The Institution’s Institution’s procedure for investigating allegations of misconduct, and its powers in relation to members found in breach of the Code of Conduct, is set out in Section 4 of the Institution’s Regulations. The Board also approved, for implementation on 1 January 2019, changes in relation to Regulations Section 4, including among others, the following enhanced powers of the PCC:  With respect to new Regulation 4.2.2.6, the PCC has the power to investigate whether practice as a structural engineer is being or has been impaired due to illness or declining health. There is an increasing number of disciplinary cases investigated by the PCC which suggest that there may be a health issue associated with the member’s alleged failure(s) to comply with the Code of Conduct.  Careful consideration consideration has been giving to ensure that any investigation under the new Regulation is conducted with sensitivity and absolute confidentiality.  With respect to new Regulation 4.2.2.9, in the case of the PCC ordering three consecutive suspensions suspensions of a member for noncompliance with a decision, the PCC has the power to impose the sanctions of the Disciplinary Board.

The Institution’s Bye-laws, Regulations and and Standing Orders, inRoyal forceCharter, from 1 January , can be viewed 2019 downloaded at www.istructe.org/about-us/governance/royal-charterand-bye-laws.. and-bye-laws CONTACT

For further information, contact Dr Kristy MacDonald, Disciplinary Manager 󰁅

Email: [email protected]

Get more from your membership.  Take  T ake our 5 minute survey and help us improve improve your member services.

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Feature Bridges for structural engineers

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An introduction introduction to bridges bridges for structural engineers (part 1) Simon Bourne BSc, MSc, DIC, CEng, FIStructE, FICE

Bridge Consultant, London, UK

Synopsis

This paper is the first of a two-part introduction to bridge design for structural engineers. Together, the two parts identify nine major issues relating to bridges, of  which structura s tructurall engineers engineer s more familiar with building design should be aware. Part 1 addresses construction, aesthetics, value, environment and loads; while Part 2 will cover materials, elements, effects and detailing. The papers make the case for bridge design to be overseen by a single guiding gu iding hand  han d  –  – an experienced and creative bridge engineer with a wide range of social,  visionary  visiona ry and technical tec hnical skills. s kills. Introduction

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1 Figure Blackwater Viaduct (Ireland) – launching construction

There are a number of key issues that are

show a sense of drama, but also, in having their structure exposed, they are better

Part 1 describes the first five issues, while Part 2 will conclude with wit h the final four

not alwaysare seen byimportant structuralfor engineers, but which very bridges. There have also been a number of concerns (including failures) around the world recently, many of which have raised common themes about the structural integrity of bridge design and construction. With failures, for example, collapses often occur during construction and are caused by a series of events, never just one. Collapses during service are rarer, but are generally caused by poor maintenance regimes adversely affecting critical joints. While looking at these collapses, it has become apparent that the crucial issues are related to the construction process and its supervision, poor design and detailing, new

understood. They are intrinsically seen as links between communities and across divides, making them very comforting and familiar. This paper is aimed at structural engineers, but also serves as an aidememoire for civil engineers. It refers mainly to traffic bridges, bridge s, which need to last la st over 100 years, be virtually free of maintenance and  justify their existence using public funds. It does not directly cover footbridges, as they are different to other bridges, being more akin to buildings, sometimes with a shorter lifespan and less concern over long-term integrity, and frequently privately funded too. I am not saying that structural engineers should not get involved with bridges, but

issues andshould a summary the range best bridge brid ge engineers carrythat a wide of skills and experiences, in the true sense of Brunel – engineers who are technically strong, creative, visionary leaders, who can carry the owner and all stakeholders to a solution of the highest quality and greatest value.

solutions, and inexperience of the team. Failures always affect the public psyche too, as bridges are so well liked and remembered by people, much more so than most buildings. Not only do bridges

simply that bridges include many aspects that are not common in buildings. The nine major issues identified are: construction, aesthetics, value, environment, loads, materials, elements, effects and detailing.

best solution, the engineer should choose a method as well as the design layout, as they are fundamentally entwined. Each method will produce different spans, layouts, sections, depths, thicknesses and

TheStructuralEngineer | January 2019

Construction Whereas the precise construction method need not be a concern in many buildings, the same cannot be said for bridges. Nearly all bridges cannot (and should not) be designed without good knowledge of the construction method and its temporary stages1–3. The construction method will generally have a major effect on the design. In selecting the

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Feature Bridges for structural engineers

details. A bridge built by launching (Figure 1) is 1)  is completely different from a bridge built span by span or from one built in balanced cantilever.. Not only are the stage-by-stage cantilever forces very different (and significant), but the locked-in forces are also different and significant. Each method is built using a variety of pieces of falsework, each of which impacts upon the permanent works differently. Erection cranes, scaffolds or props, girders gi rders or gantries, shear legs or lifting frames, and noses or tails all have varying effects upon the temporary stages, and upon the permanent set of locked-in forces (Figure 2). 2). These temporary effects (on temporary and permanent works) are often larger than any long-term condition. As the loads are generally caused by the self-weight of the bridge, the loads are real, as opposed to the theoretical service loads that bridges may

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never experience. As a result, great care has to be taken to ensure the safety and integrity of the temporary and permanent works at all stages. The ownership of the design at each stage is imperative – the best option would always be that a single guiding hand  from  from the designer oversees the design and construction (D&C) process through all its stages. Not only does it ensure that the engineer can implement a design vision, it also ensures that the same engineer can oversee all the permanent works (in all its stages) and, indeed, all the temporary works too, which all guarantees that good value is carried throughout the project. As soon as this continuity of ownership is broken (having different engineers on board), care needs to be taken to ensure that the design is correctly owned at all stages. Many continental contractors are

Figure 2

Stratford  (London) –Bridge arch construction

extremely strong technically, much more so than many UK contractors, who have become stronger in management. The vast majority of major bridges in i n the UK over the last 25 years have, indeed, been built or led by continental contractors, who can manage many risks and innovations i nnovations more successfully by being strong technically. Their technical departments would often be larger and more experienced in design than many UK consultants. So, a UK contractor more experienced in subcontracting might prefer bridge solutions that suit this background – being drawn towards steel solutions produced by fabricators or pretensioned beam solutions produced by precasters. However, a continental contractor (or other technically strong UK contractor) would generally consider a wider range of steel and prestressed concrete (PSC) options. Ultimately, if a contractor has an estimating, programming and technical team that can consider many options, it will; whereas if it has a team with limited experiences, then it will only price successfully those solutions for which it does have experience. De facto, the bridge solution that emerges will often be determined by the experiences of the contractor, not the consultant.  Aesthet  Aes thetics ics

Whereas the appearance of the structure in a building is generally hidden, the structure of a bridge is entirely on view, as it should be. Buildings are clad to protect the occupants and therefore the structure too. Bridges have no need to be clad, although there are    M    I    A    N    E    B    F    O    Y    S    E    T    R    U    O    C

a rareBridge, exceptions, as the towers offew Tower Tower whichsuch are steel frames clad in stonework. Bridge structures should stand proud and be designed entirely with that in mind. It is noted in i n the Environment   section that bridges can readily be made with structures that can withstand over 100 years of weathering, and thus cladding never makes any sense. Referring to Vitruvius’s V itruvius’s De architectura, the three principles of firmitas, utilitas  and venustas can be seen. Firmitas is the attribute of durability and robustness – a given for any structure. Utilitas is the utility, or function of the structure, i.e. the wise use of the owner’s money. Venustas  is the beauty, or form, i.e. the elegant structure that

3 Figure Salginatobell Bridge Salginatobe (Switzerland) – arch aesthetics

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enhances the built environment and delights society. This is the classic balance between form and function. Ideally, this balance at the early stages of design should be held within the mind of a 14

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Feature Bridges for structural engineers

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4 Figure Humber Bridge (Yorkshire) – catenary aesthetics

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single guiding hand  –  – the same guiding hand   referred to in the Construction section. This bridge engineer should have a thorough grasp of the aesthetic ideals, related to context, scale, lines, balance of mass and void, and good proportions. This engineer should have the vision and leadership to drive an elegant solution through to delivery. Most bridges are dominated by their engineering and environmental challenges, and it is nearly always the resolution of these issues that defines the beauty and success of the bridge. Generally G enerally,, solutions that are designed to suit the flow of forces will tend to have a natural elegance, with that flow being an expression of strength and stability.

"SOLUTIONS DESIGNED TO SUIT THE FLOW OF FORCES WILL TEND TO HAVE A NATURAL ELEGANCE"

would tend to add any significant cost to a well-designed bridge󰀶,󰀷.  Value  V alue

cables, but are perturbed by the lack of understanding as to how the bridge works. In the engineering community by contrast, cable-stayed bridges are invariably well liked, as we understand them5. The role of architects in this aesthetic process can be a welcome addition, as long as the architect is skilled in bridge

In a building, the structural content might only be 20% of the total cost, and as such the architect tends to lead the design and the engineer supports the team. However, in bridges, where the structural content might be 90% of the total cost, the engineer must lead and an architect, if needed, should provide support. Bridges are therefore much more dominated by their structure, and its cost, than any building (with its mechanical and electrical (M&E), and architectural costs). All engineers must be familiar

All public surveys of bridge design tend to show that most people are drawn towards arch structures󰀴, as they are recognisable as being safe, soothing and elegant (Figure 3).. Equally, suspension structures have the 3) same feel to the general public, albeit the typical spans are much larger (Figure 4). 4). It is no accident that the vast majority of ancient bridges were indeed either arches or catenaries. Beams, whether of constant or variable depth or trusses, are often seen as being unsatisfactory by the public, as even though everyone knows that they work, most do not understand how they work. However However,, beams are often the most effective construction (and, therefore, value) option, but they

design and respects the considerable forces at work in a bridge. Architects can also bring a wider appreciation of the social and environmental issues, but the type of engineer described above must remain entirely in control. It is worth remembering that the vast majority of the world’s most fabulous bridges had no independent architectural input, or any additional architectural premium applied to them. All bridges should be fine pieces of engineering of the highest quality, including aesthetics, and this can readily be achieved without any additional architectural features or costs. The skilful engineer who is well aware of the aesthetic demands of the scheme should select the best option for the

with the costs their project, bridge engineers mustofbe much morebut familiar, as every decision taken from the early stages will have an impact upon value. As noted in the Construction section, the design of most bridges is heavily influenced by the construction method and scale of the project, which dominate the programme and directly affect costs. In order to make good decisions about the most appropriate bridge type and span, the engineer must understand these various methods, and indeed, the selection of a particular method will then define the bridge type and span. It is surprisingly easy for a skilful bridge engineer to produce costs for different bridge types, as there are good data

must all still be designed with care for the aesthetics (Figure 5). 5). Interestingly,, cable-stayed bridg es often Interestingly split opinion. Many like the extreme thinness of the decks and the almost invisible

owner, and stakeholders, and also be aware as to when independent architectural input might be valuable. D&C projects are equally able to produce wonderful solutions, as none of the aesthetic parameters outlined above

available for a breakdown to be produced . Such data are not required to determine an exact project cost, but to select which out of several good options might be the most effective. In this case, engineers can use

2,8,9

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Feature Bridges for structural engineers

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5 Figure Clackmannanshire Bridge (Scotland) – beam aesthetics

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overall rates for concrete, reinforcement, prestressing, steelwork, formwork and falsework to get a total structural cost. These overall rates must include for materials, as well as allowances for the method-related labour and plant costs. It is clear when working with such figures that the most cost-effective bridges are ones that can be built quickly, as well as easily and safely, i.e. speed of construction will generally determine the best option. This importance of speed applies to rural

"THE MOST COST-EFFECTIVE BRIDGES ARE ONES THAT CAN BE BUILT B UILT QUICKL QUICKLY, AS WELL  AS EASI EASIL LY AND SAFE SAFEL LY" used wisely. Ultimately though, fine tuning the final few percent of an analysis that can only ever be an approximation to reality, is an illusion of accuracy, suggesting a

or coastal sitescosts), (whereand mechanisation can reduce labour to schemes in the urban environment, where reduction of traffic management manageme nt or possession possess ion costs can be dominant. As most bridges are public structures, the term good value not only relates to costs, but also to the needs of the owner, quality, aesthetics, the integrity of the design over the life of the bridge, environmental impact and the needs of society. This is a wide set of demands that a skilful engineer must keep in mind at all times. As part of the cost assessment, the bridge must be made as durable and free from maintenance as possible. It is not always necessary to drive material quantities down to reduce costs,

Figure  Simple6bridge – material cost comparison

as the selection of the best construction method is much more likely to be a critical factor. The increasing use of finite-element (FE) analyses should certainly be applauded, if 16

greater degree of precision than can ever be the case. At the stage of producing drawings, for example, the engineer might only have to choose between a B16 or B20 bar, which is over 50% larger. The key is whether the overall solution is correct, not the minutiae of the analysis. It is best not to ponder excessively on individual code clauses, complex 3D analyses or multiple spreadsheets, but to concentrate on good solutions and details, which can be built safely, easily and quickly, often on cold, wet

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Feature Bridges for structural engineers

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Environment



Figure 7 Broadmeadow Estuary Bridge (Ireland) – bearing

Whereas most buildings are clad, and are therefore protected from the elements, bridges are very rarely clad (and should never be) and are thus always exposed to the environment – the two key components being sun and rain. The net result is that bridges undergo significant temperature changes and have to accommodate large amounts of water (often salt-laden). They have to remain durable under these conditions for at least 100 years, which makes them very different to nearly all building structures. The axial changes in a bridge due to temperature give rise to movements of up to ±400mm. Any concrete in a composite steelwork section will shrink, while concrete in a PSC member will also undergo elastic shortening and creep. These effects are of a similar order of magnitude to the temperature movements, and thus add significantly to the total. The result is that all bridges must be designed to accommodate these movements. If movements are allowed, then the bridge has no resulting axial stresses, whereas if they are restrained, the bridge will pick up stresses. Bridges over about 60m in length will have bearings beari ngs at most support positions. These bearings need to carry the vertical (and lateral) loads from the bridge down to the substructure, while allowing the bridge to move longitudinally (Figure 7). 7). As well as resisting lateral loads, bridges also need to be held firmly against

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and remote sites󰀸. As noted in the Construction section, the bridge solution that emerges will often be determined by the experiences of the contractor, not the consultant. A team more familiar with steelwork will select that option, whereas a team more experienced with prestressing will tend to choose PSC options. Much debate can be had about the suitability of various concrete or steel bridge rates, but nevertheless it is still possible to see which materials are most economic in carrying basic loads. Simple calculations show that it is twice as cheap (in £/MN) to carry compressions in concrete than in steelwork, which is why bridge deck slabs and piers are invariably concrete (Figure 6). The same 6). calculations show that prestressing strand is cheaper than reinforcement, which is why it is better to use PSC bridges than reinforced concrete. Reinforcement is also twice as cheap in tension as steelwork, which is why as much as possible of the top tension in a continuous composite deck should be carried by reinforcement. Actually though, it is the method of producing the webs that determines the overall solution – PSC bridges have concrete webs and thus use prestressing throughout, whereas composite bridges have steel webs and thus use steel flanges, albeit some are composite. The best solution might be for a hybrid system with concrete compression flanges, steel webs and prestressing carrying the tensions, which is similar to some innovative schemes seen outside the UK recently.

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longitudinal loads. As a result, while the majority of bearings will allow longitudinal movement, some do need to be fixed against it – it is at these fixed  bearings  bearings that the longitudinal longit udinal loads loa ds from traffic, wind, impact impa ct or differential friction are carried. Bridges with lengths less than about 60m 60 m should be designed as integral structures, wherever possible, i.e. with the elimination of bearings, as bearings are a maintenance burden, needing to be replaced every 25 years or so. Integral bridges carry all loads directly in the structure and accommodate movements through the use of various flexible structural solutions. Integral piers can still be used on bridges over 60m, as long as there is enough flexibility in the system (Figure 8), 8), but eventually it becomes impossible to accommodate the larger movements and bearings must be incorporated. So, whereas in buildings the stability is usually provided by a selection of staircase or lift li ft cores, bracing or shear walls, in most bridges, the stability is provided by fixed  or  or guided   bearings acting on rigid piers or abutments. At the ends of bridges, there is a need for expansion joints between the bridge and adjacent structure. As these joints are a significant maintenance burden, and as much of the distress that has been seen historically (including some collapses) does indeed occur at joints, it is always best to limit their number. Single lengths of bridge can be 1500m long without intermediate  joints; therefore, it is common to use

8 Figure River Dee Viaduct (Wales) – integral piers

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Feature Bridges for structural engineers

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Figure   9 Bridge Stratford (London) – weathering steel

continuous bridges, wherever possible, i.e. to avoid simple spans with multiple joints j oints3,10. The only exception is on railways, where structural joints are generally incorporated at about 80m centres, to avoid expensive joints in the rail. As noted at the start of this section, rain (or water ingress) has a major impact on bridges, especially those where road salts are used as a de-icing material. This corrosive water needs to be kept well away from sensitive bridge details, especially joints and connections. This is achieved through the use of well-detailed deck waterproofing membranes, together with a series of drips, falls, gullies and pipes to carry the water away. The structure itself will usually be exposed to salt-laden spray, and thus both concrete and steel surfaces need to have adequate ability to survive for many years. Concrete can be specified to be maintenance-free mai ntenance-free for over 100 years by the appropriate use of cement content, water-to-cement ratio and cement type to define the correct cover to the reinforcement󰀲. The latest range of sophisticated paintwork systems for steelwork can provide 20 to 30-year lives before major maintenance is required, although it is increasingly common to use weathering steel (Figure 9), 9), which can also be maintenance-free for over 100 years, as long as it is detailed to avoid excessiv excessive e exposure to salt spray󰀳. Most bridges in the developed world undergo a structured routine of regular inspections and maintenance, although global failures clearly highlight that the costs of maintenance do thorough prohibit many owners from implementing regimes. The performance of bridges must be continually monitored against any changes in use, or any increases in loading or reductions in strength due to deterioration that has not yet been repaired or strengthened. Regular visual inspections are supplemented by more detailed assessments or testing regimes as the bridge ages; on larger bridges, instrumentation can be installed to allow real-time monitoring. This proactive management of bridge stocks is essential, as well-maintained bridges are not only more economic but also safer. With such maintenance regimes, bridges can be expected to last well over 100 years3,11. There are several environmental effects that do not affect bridges at all. Snow is never an issue issu e as traffi c load intensiti int ensities es are considerably higher, and fire is rarely a concern as there is nothing in the majority 18

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of bridges that is combustible. There is also very little M&E input on most bridges; certainly nothing like the scale seen in buildings, albeit the interfaces with M&E and control systems are a major consideration on moveable bridges. The only other important environmental

typical loads might be 2–5kN/m󰀲, the standard uniform load in bridges is around 5kN/m󰀲 for footbridges, 10kN/m󰀲 on highways and 10–30kN/m󰀲 on railways, depending on whether the trains are light or heavy metro, or full size (Figure 10). 10). The concentrated loads that can be applied almost anywhere on the bridge deck relate to vehicles or locomotives weighing 100– 200t – these vehicles produce large axle and wheel loads that can be critical for local and global effects on the bridge deck. As the loads are larger, more concentrated concentrated and can be positioned almost anywhere, it is

effects are related to wind earthquakes. Static wind loads should beand included for all bridges, but it is only for the very longest or most slender structures that any serious dynamic assessment needs to be carried out. Nearly all beam or arch bridges will not fall in to this category, whereas nearly all cable-stayed or suspension bridges will need to be assessed for wind-related resonances. Seismic effects can affect all bridges,  just as in buildings, but most bridge superstructures are rarely sized by them, as traffic loads are more m ore dominant. domina nt. However, Howeve r, bridge bearings and substructures can be significantly sized by seismicity, in areas of the world where you would normally expect to find such issues.

common to use influence lines or surfaces to select the worst load positions that create the peak effects. Although the stiffness analysis of line beams and 2D grillages (or frames) can adequately predict the selfweight and traffi t raffic loads for most bridges, bri dges, it is increasingly common to use 3D space frames or FE analyses. As with any structure, the engineer should be able to, firstly, carry out an analysis by hand; secondly, carry out a simple computer analysis with line beams or 2D models; before thirdly, carrying out a final, more complex 3D analysis to hone the details. The eccentricity of these large concentrated loads also produces significant torsions – torsional loads are not usually

"CORROSIVE WATER WATER NEEDS TO BE KEPT WELL AWAY AWAY FROM SENSITIVE BRIDGE DETAILS"

Loads

Traffic loads on bridges brid ges are not no t only larger than in buildings, but also more concentrated. Whereas in buildings the January 2019 | TheStructuralEngineer

seen in buildings, or can be ignored in the plastic design that is generally used. For deck sections with multiple girders, the result is to determine which girders carry the peak loads, but for box-girder decks,

 

Feature Bridges for structural engineers

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the result is significant torsions that also produce torsional and distortional warping. These warping effects can be analysed with charts and tables, or can be assessed with various FE analyses. The warping stresses are elastic and incorporated into the design of non-compact steel boxes at the ultimate limit state (ULS) and PSC boxes at the serviceability limit state (SLS). Bridges also have large horizontal forces from the vehicles they carry, both laterally and longitudinally. Braking, traction, nosing and centrifugal effects can all produce large loads on the substructure, although they tend not to have a huge effect on the decks. Impact loads from vehicles are also important, both on the deck and piers. In extreme,, marine piers of large bridges are extreme designed to carry ship impact loads that can be 20–100MN. As in buildings, the imposed loads on medium-sized structures might be similar to the self-weight loads. However, on small bridges bridge s (10–20m spans), spans ), traffic loads will wil l become more dominant, whereas on large bridges (60–2000m spans), the self-weight becomes hugely critical. In these cases, the key design factor is to reduce self-weight. This is why larger bridges in concrete are highly tuned with profiled slabs to reduce thickness thickne ss and why the th e most effi cient PSC PS C girder is a single-cell box with two webs. Equally, larger bridges in steel start off using stiffened webs and composite top flanges (which are economic) and eventually become sections made entirely from orthotropic steelwork, i.e. with stiffened webs and flanges throughout. All these types of more complex section need a greater

REFERENCES 󰁅 1) Concrete Bridge Development Group

(2014) ‘Concrete Bridge Design and Construction series. No. 5: Concrete bridge formwork and falsework falsework’,’, The Structural Engineer , 92 (5), pp. 42–46 󰁅 2) Concrete Bridge Development

Group (2015) Technical Guide No. 14: Best Construction Methods for Concrete Bridges – Cost Data, Camberley: CBDG and The Concrete Society 󰁅 3) Steel Construction Institute (2015) SCI

Publication P185. Steel Bridge Group: Guidance Notes on Best Practice in Steel Bridge Construction, Ascot: SCI 󰁅 4) Concrete Bridge Development Group

(2014) ‘Concrete Bridge Design and Construction series. No. 8: Concrete bridge construction methods – arches and frames’, The Structural Engineer , 92 (8), pp. 34–38 󰁅 5) Concrete Bridge Development Group

(2014) ‘Concrete Bridge Design and Construction series. No. 11: Specialist concrete bridges’, The Structural Engineer , 92 (11), pp. 34–39 󰁅 6) Bourne S. (2015) ‘L andmark bridges

– utilitas versus venustas’, The Structural Engineer , 93 (1), pp. 54–57 󰁅 7) Concrete Bridge Development Group

(2014) ‘Concrete Bridge Design and Construction series. No. 1: Introduction to concrete bridges’, The Structural Engineer , 92 (1), pp. 41–46 󰁅 8) Bourne S. (2013) ‘Prestressing: recovery

of the lost art’, The Structural Engineer , 91 (2), pp. 12–22 󰁅 9) Concrete Bridge Development Group

(2014) ‘Concrete Bridge Design and Construction series. No. 4: Types of concrete bridge’, The Structural Engineer , 92 (4), pp. 45–50 󰁅 10) Concrete Bridge Development

Group (2014) ‘Concrete Bridge Design and Construction series. No. 2: Concrete bridge layouts’, The Structural Engineer , 92 (2), pp. 28–32 󰁅 11) Concrete Bridge Development Group

(2014) ‘Concrete Bridge and Construction series. No. Design 12: Management of concrete bridges’, The Structural Engineer , 92 (12), pp. 40–45

10 Figure  STAR rail viaducts (Kuala Lumpur) – metro train loads

understanding simple beams. of structural behaviour than It becomes clear when working on bridges that the best units to use are often MN and m. Most loads and shears are best expressed in MN and bending moments are commonly in MNm, while section properties are sensibly given using m󰀲 and m󰀳. The net result is that stresses come out in MN/m󰀲, which is the same as N/mm󰀲. To be continued… conti nued…

Part 2 will cover the final four issues – materials, structural elements, structural effects, and detailing – as well as presenting overall conclusions.    M    I    A    N

HAVE YOUR SAY To comment on this article: 󰁅email Verulam at [email protected] 󰁅tweet @IStructE @IStructE  #TheStructuralEngineer

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Solar Gate, Hull – form through function Synopsis

The Solar Gate sculpture is one of a number of Arup-led interventions in Hull made possible through the city being awarded the title of UK City of Culture for 2017. The ethereal structure’s fabrication made use of local industry, allowing Hull’s industrial heritage and knowledge to reinvent itself to produce cutting-edge, contemporary art. This paper summarises the innovative design process that was followed by the team, testing methods in parametric design and evolutionary optimisation optimisation to take a design concept and refine it into an optimised structure. It describes how digital methods of working were used to facilitate a fast and effi cient design dialogue di alogue between engineer engin eer and architect, leading to a design where the inherent beauty results from

Will Arnold MEng, CEng, MIStructE

Senior Engineer, Arup, London, UK Ed Clark MEng, CEng, FIStructE, MICE

Director, Arup, London, UK

GiancarloTorpiano BE&A, MArch(AA)

Engineer, Arup, London, UK

its engineering engine ering effi ciency. 1 Figure Solar Gate, Hull

Background and concept Arup was approached by Tonkin Liu after the architectural firm was appointed through competition to create a new artwork for Hull’s city centre (Figure 1). 1). The artwork was to be paid for through City of Culture funding, and was to be erected in the city-centre Queen’s Gardens during 2017 to celebrate the city’s year in the spotlight. The plan was to collaborate on the design of a stressed skin structure, with the two firms having previously designed pieces using a similar approach. We have been exploring this method of building porous shell structures nearly decade now, the methodfor ‘shell lacea structure’. Wenaming intended to use this method to create a 10m tall sundial for the city centre, fabricated from plate steel  just 4mm thick (Figures 2 and 3). 3).

Shell lace structure and Hull Shell geometry has historically been used to great effect by eminent engineers such as Félix Candela, Eladio Dieste and Pier Luigi Nervi to produce produc e beautifully efficient forms based on sound engineering principles. Given the lack of digital technologies in their time, these forms were often based on pure, mathematically derived, geometries. They utilised concrete, bricks and ceramics; often requiring complex timber formwork to realise

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the design. The research Arup has undertaken with Tonkin Liu during the past decade has sought to modernise such techniques. We have used digital design and analysis to 20

January 2019  | TheStructuralEngineer

 

Project focus Solar Gate

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Figure   2 uses Sculpture

"THE AMBITION ... TO MINIMISE MATERIAL USAGE THROUGH GEOMETRY ... CAN ONLY HAPPEN IF THERE IS A CLEAR STRUCTURAL STRATEGY"

apertures in its two surfaces to highlight notable dates

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 

Figure 3 3D-printed model to test solar aperture concept

allow us to explore a range of complex and advanced geometries (Figure 4) – 4) – while remaining true to principles employed by the aforementioned greats. This approach to design is grounded in the design team’s interest in natural structures. In nature, material is used sparingly, and strength is often derived through geometry (which is often curved and/or corrugated; hence, the ‘shell’ part). This approach also leads to the removal of material where it isn’t required producing are. delicate, lace-like, yet highly highl y effi–cient str ucture. structu We define shell lace structure as having curvature, corrugation and perforation. Constructed from sheet materials with a form made from individual developable surfaces, once connected together into non-developable forms, the structure has the required curvature and corrugation to ensure stiffness and strength. The ambition with shell lace structure is to minimise material usage through geometry, and this can only happen if there is a clear structural strategy for each piece we create. While previous pieces primarily support vertical loads, Solar Gate is the first where the primary load case is lateral, due to wind forces.

Design It was agreed that Solar Gate would be an undulating, porous ‘wing’ cantilevering up

4 Figure Example from Shell

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Lace Structure exhibition at RIBA in 2014

out of the ground, 10m tall and 4m wide. The ‘wing’ would be widest at the base, tapering up its height as well as across its width. The sculpture would be made from thin sheets of steel, cut and bent to form waves, nestled alongside each other, and welded

primarily be designed to act in tension and compression. As the welded seams would be furthest from the neutral axis of the structure, it was anticipated that these would attract most of the push-pull forces (Figure 8). 8). A quick hand calculation indicated that if 4mm

together along the seams to form a stiff ‘box’ structure (Figures 5–7). 5–7). Wind loading would be the dominant design case due to low self-weight and large area, and so the two faces of the sculpture would

plate was used, then approx. 400mm total width of ‘seam’ would need to be mobilised at the base of the structure – feasible given the full 4m width of the piece. While the seams would carry most of the

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Project focus Solar Gate

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6 Figure  Plates are placed up against each other before welding along seams (viewed below four times, rotating left to right)

push-pull stresses required to resist wind loading, the material between the seams would stabilise the rest of the structure. As each plate meets the neighbouring plate at an angle of around 90°, the plates would stiffen each other against buckling. In Figs. 5–8, 5–8, the red plate stabilises the blue plate, and viceversa. The point where the two faces of the sculpture meet (the ‘kissing point’) transfers shear from one face to the other, and so we sketched out a detail with a division plate to allow the two sides to be joined. This completed the structural diagram and enables the push-pull faces to act compositely. The sculpture would also be perforate, allowing visitors to see inside it as well as letting light pass through. It was hoped that if the porosity could beaincreased ciently, we could also justify reductionsuffi in wind loading. Finally, in addition to the general porosity through the structure, several larger holes would act as ‘sundials’, allowing the sun through the sculpture on certain dates to highlight notable events marked on the ground, an important aspect in the architect’s concept (Figs. 2 and 3). 3).

5 Figure   plate Flat is cut and bent in single curvature only

7 󰁅Figure  Plates are repeated to give overall form, and ‘kissing point’ is cut out to allow sides to be welded together

If left unpainted, duplex stainless steel (a higher grade of steel that has a higher resistance to corrosion) would have been required to avoid widespread discolouration over time, which would have been more expensive. However, as the artwork was painted, the more standard grade 1.4301 material was deemed deeme d to be suffi su fficient cient..

Digital process Material choice Painting the structure was a key decision architecturally, but one that the team debated repeatedly throughout the design process. Even though painted, we still chose to work with grade 1.4031 stainless steel, so that paint erosion would not lead to structural damage

Projects such as small sculptures, artworks and pavilions often present opportunities to experiment with new design techniques, materials or construction concepts. We were keen to work with Tonkin Liu to look for ways to push the concept of shell lace structure further, and they agreed with our proposal

or result in unsightly rust staining over the sculpture’s surface. This was important given that the artwork is highly porous and the many edges to the structure increases the risk of paint damage over time.

to use this piece to explore new avenues for structural optimisation. We decided to test different variations of the desired geometry with a goal of maximising the porosity of the sculpture.

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BOX 󰀱. PARAMETRIC DESIGN Parametric design, when applied to structural engineering, is a process where parameters such as length or height are defined as part of a computer script (list of commands) that has been written to generate a resulting geometry. Parametric design is well suited to situations where the engineer wishes to change multiple parameters and view their effect on an overall geometry or design. It is commonly used by architects interested in ‘freeform’ geometries, by generating curvature through mathematical formulae.

 

Project focus Solar Gate

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BOX 󰀲. RHINO

BOX 󰀳. GRASSHOPPER

Rhinoceros 3D (usually just called ‘Rhino’) is a 3D computer-aided design programme. It is used across different industries, including mechanical engineering and product design. The programme contains tools that enable the user to create 3D geometry, regular or freeform. When used in structural engineering, the user will often export the resulting geometry for use in finiteelement analysis programmes.

Grasshopper is a graphical programming language that creates geometry within Rhino. It uses components that are pre-made within Grasshopper, each of which performs a different function. To write a script, the user simply links two or more components together – an intuitive process that requires no programming knowledge at all. The components work with numerical information either taken from the Rhino model, inputted by the user, or calculated as part of the Grasshopper script. The user links multiple components together to create the geometry they desire. When the user then updates numerical information in the script, the geometry automatically updates. An example is the line component, which draws a line between two points in space. This can be used in several different ways: 1) The points could have been drawn in Rhino already, in which case the user can select each of them with a component called point . Linking the point  components to the line component, Grasshopper will then draw a line from one to the other (Figure 9). 9). Once this script is created, the line will update automatically in response to the user moving the points around in the Rhino model. 2) A second way to do this would be for the user to choose to define the location of the points in Grasshopper using a different component called constructpoint . To do this, they need to tell the script what X, Y and Z coordinates to use. Linking this to line has the same output, but is more parametric, as the user can later update these coordinates within the script. As the parameters are changed (e.g. the Y coordinate is increased), the point and line will both move (Figure 10). 10). Grasshopper leaves it up to the user how best to utilise its components to achieve their end goal. It is popular among both students and professionals because it is intuitive yet has a huge amount of potential (Figure 11), 11), as users download additional plug-ins as required by their work. Visit www.grasshopper3d.com/page/tutorials-1 www.grasshopper3d.com/page/tutorials-1 to  to get started.

󰁗Figure   9 Using Grasshopper to draw line between two points created in Rhino

8 Figure Seams of sculpture (shaded) attract most of load, with material between providing local stability

As a team of engineers and architects, we were used to working through sharing of digital models. On previous projects, we had followed the traditional process whereby the agreed concept would be turned into a digital model;stiffness, critiquedconstructability against criteriaand such as strength, aesthetic merit; and an approach agreed for the next design iteration. The updated design would then be reanalysed to confirm if the desired improvements had been achieved. This existing process was often a manual one – with changes in geometry sculpted by a user in a 3D digital environment, and new analysis models set up from the geometrical models and tested. Manual design processes would often be qualitative (driven by engineering judgement), and limited by the number of design iterations that can be tested due to time constraints. For Solar Gate, we experimented with digital design techniques to:

󰁗Figure  One of10points here has been defined within Grasshopper, by constructing point from coordinates

󰁗Figure   11 enables Grasshopper user to run minimal form-finding routinesurface in just a few clicks. Image on left shows tensile (tent-style) structure, with image on right showing user interface for software

 generate the geometry of the

sculpture parametrically for quicker creation of 3D models (Box 1)  link the generated geometry directly to realtime analysis, so that the repercussions of TheStructuralEngineer | January 2019

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Project focus Solar Gate

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󰁎Figure   14stresses Mapping to porosity

Figure   12 of computerSelection

"HUNDREDS OF ITERA ITERATIONS TIONS OF GEOMETRIES WERE CYCLED THROUGH"

generated geometries tested for stress and stiffness

changes to the sculpture could be gauged immediately  automatically work through different options and analyse them using these methods, scoring each option based on structural criteria we determined, and selecting the best performing geometry geometry.. We agreed to use this exercise to question the intricacies of the of the design, with a desire to understand if any of the following aspects could help the structure perform more effi e fficient ciently: ly:  Pattern of waves: how best to balance shear stiffness across the kissing points

versus axial stiffness around the wavy plate?  Change in profile over the height: should

the sculpture be concave or convex when viewed side-on?  Structural shape on plan: a diamond shape, a convex rugby ball, or a concave double teardrop?  Porosity: removing material would reduce wind loads, although it would also weaken the structure and reduce its stiffness – what was the sweet-spot?

Digital critiquing To start, we defined the geometry of the sculpture parametrically through the Grasshopper󰀱 plug-in for McNeel Rhinoceros󰀲 (‘Rhino’; Boxes 2 and 3). 3). The challenge was recreating the conceptual form of

became a simple matter of changing numerical values in the script, and Karamba would immediately calculate the stresses and deflection for the resulting form. With this setup, we drastically improved the speed of our design–analyse loop, allowing us to critique design changes instantly, and quantitatively. This feedback loop, where design decisions were informed by live analysis data, was a good complement to intuition and engineering  judgement.  judgemen t. However, with so many variables, each with an analogue range of possible solutions, the total number of possible geometries was vast. To find an ‘optimised’ geometry, we wanted to explore this range of possible solutions 15 󰁓Figure  Sensitivity studies comparing 1D and 2D element models gave similar deflection results

Figure   13 Stress pattern indicating tension and compression forces along seams and through kissing points face to opposing

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the sculpture a manual completely rule-based geometry, withasno steps involved other than inputting values for different parameters and dimensions. This meant creating definitions that would take:  height  width  thickness at centre  thickness at edges  thickness at top  width of the waves  pitch of the waves up the height  variation in pitch of the waves  a   mplitude of the waves and create a 3D model from them. The 3D model was then linked up to a Grasshopper plug-in called Karamba󰀳 to carry out finite-element (FE) analysis within the Rhino 3D environment (i.e. without needing to export it to another analysis package). With this Grasshopper script, altering variables (such as the width of the waves) January 2019  | TheStructuralEngineer

 

Project focus Solar Gate

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(limited by defining criteria such as maximum stress), score each of them, and select our preference. We did this by following an automated evolutionary optimisation technique (Box 4)  4)  to arrive at the best solutions for different parameters we wished to explore.

Evolutionary fine tuning In a manual design loop, it is often the case that the engineer doesn’t consider what the criteria for ‘best’ are until they start to interpret the results of their analysis: ‘This version of the design has a lower deflection than the previous, but we were already within the agreed deflection limits before, and so this updated design isn’t necessarily more useful to us.’  ‘That change has increased the support reaction from 600kN to 900kN, but we could  just use two piles piles instead instead of one, so that’s that’s OK.’ 

Figure 16

󰁎   󰁎

Example of tailoring

Automating the process, we had to specify the design criteria in advance. We wanted to optimise for a maximum stress of 100% utilisation, but also wished to minimise the average utilisation throughout the structure. This would give a geometry with seams positioned to attract most of the force, allowing us to make the rest of the plate between seams as porous as possible. To automate this process, we used a Grasshopper plug-in called Galapagos, linking our Grasshopper geometry script and Karamba FE analysis into the evolutionary solver plug-in (Box 4). 4). The process was set up to identify forms with the highest overall utilisation of material for a given thickness of steel plate, but where our predetermined maximum allowable stress and deflection were not exceeded. Hundreds of iterations of geometries were cycled through, with the process converging

Figure 17

󰁓 

Cutting patterns for one quarter of Solar Gate

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BOX 􀀴. EVOLUTIONARY OPTIMISATION The evolutionary optimisation technique borrows from Darwinian principles of evolution. While evolution allows ‘fit’ individuals to exchange genes, this technique allows options which score well against predefined criteria to exchange the parameters used to generate that design. Some random ‘mutations’, or minor changes to inherited parameters, ensure that not all characteristics are inherited from previous options and that the search is widened. Iterated over many generations, this technique can be useful in allowing particularly ‘optimal’ combinations of parameters to be identified – with the user determining the best criteria for the method to converge on. The Galapagos󰀴 plug-in for Grasshopper is an evolutionary optimisation script. The user gives it variables to control within the geometry script, and defines what to solve for. Galapagos then cycles through iterations of geometry, comparing each with the solving criteria. By keeping aspects from well-performing geometries, it converges on a solution closest to the solution defined as ‘optimal’ by the user.

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towards a solution based on the criteria we fed it – e.g. highest peak stresses with lowest average stresses. This method of design resembled the traditional design ➞ analyse ➞ interpret ➞ choose ➞ redesign loop. loop. However, by defining clear rules for each step, the process was able to work through hundreds of options in the time that an engineer could perhaps review only one or two. Getting the diagram and general proportions right at the start meant that this automated process was focused on exploring and fine-tuning parameters of the geometry where repercussions were 25

 

Project focus Solar Gate

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18 Figure Pieces cut out, labelled,

19 Figure Installation under

and ready for bending

way on first side

20 󰁎Figure  Weld details provided to fabricator

complex or not immediately clear, such as the number of waves up the height, and how the size of these varies. Figure 12 shows 12 shows some of the computer-generated geometries that were tested within the ranges set by the engineer, with Galapagos rating each based on its stiffness and material stress utilisation. We retained full control of the process by defining the rules at each stage, and engineering judgement remained critical to limit the possible values that could be applied to each parameter, ensuring that we would agree with the feasibility of the geometry. For example, optimising to find the stiffest structure would

lead to unnecessary use of material, and so we chose to target a deflection under wind loading of height/100, setting up the script to get as high a deflection as possible without exceeding this target. After reviewing each change, we then reviewed the new optimised geometry with Tonkin Liu to assess the aesthetic merit – generally agreeing that the newly optimised form met the design intent, with aesthetic beauty resulting from the structural elegance of the solution. Once we were satisfied with the geometry of the surface, we used a final script to output the allowable porosity (based on the inverse of the stress utilisation) across the surface of the sculpture, feeding this into a Tonkin Liu script that generated the porosity cutting patterns. This porosity was also fed back into the analysis model, reducing material stiffness and wind loading in appropriate proportion to porosity, and assessing how this changed the



Figure 22 Inspection of one of sides

21 󰁎Figure Kissing plates welded to one side near top of sculpture

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Project focus Solar Gate

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24 󰁎Figure 󰁎   Inspection by Arup team prior to painting

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23 Figure Test-fitting two sides to confirm alignment

Fabrication

"THE CUTTING PROFILES INCLUDED ALL PERFORATIONS"

force distribution. This process was iterative, as the altered stress distribution (Figure 13)  13)  changed the allowable porosity distribution across the surface (Figure 14). 14). At this point, we could have chosen to set up an FE model that used a mesh small enough to include all the holes across the artwork; however, this would have resulted in a very large, slow model, going against the concept of using digital techniques to add effiInstead, ciency cien cy to thincorporated e process. proces s. the porosity by wethe automating the stiffness of each 2D element to be based on its porosity – taking an inverse linear relationship between the two. We verified this assumption by undertaking sensitivity studies in Oasys GSA󰀵 – comparing 1D element representations of a piece of shell lace to our 2D reduced-stiffness equivalent. These gave similar deflection results, with our assumptions on the 2D model showing as slightly conservative (Figure 15). 15). As a final check on all our assumptions, and to check that we had not made mistakes when setting up the design–analysis script, we finished by exporting our final surface geometry and reanalysing it as a more refined mesh in Oasys GSA. We also used this new model to undertake final buckling checks, estimate the fatigue life of the weld details, and confirm Karamba’s initial predictions on stresses and movements.

A Hull-based fabricator, Pearlgreen Engineering, was appointed to construct the artwork. The use of local labour in this way meant that much of the City of Culture funding set aside for Solar Gate found its way back into the pockets of Hull’s workforce. We worked with Pearlgreen to understand how to turn the sculpture from a 3D digital model into a real artwork. Shell lace structure is inspired by the art of tailoring. In tailoring, flat sheets of material are cut into shapes that, when curved in one direction, create the 3D form of a piece of clothing (Figure 16). 16). Similarly, Solar Gate is formed from flat sheets of steel cut into shapes that, when curved in one direction,

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25 Figure Delivery to site

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Project focus Solar Gate

create the 3D form of the sculpture. Solar Gate is made from 4mm thick stainless steel plate. The 3D digital model was ‘unrolled’ to give the profile of the flat strips that needed to be cut out from the plate (Figure 17), 17), and the profiles were carefully nested to minimise the amount of plate that needed to be bought in the first place. Rather than work with 10m long strips of thin plate, the strips were subdivided into more manageable 3m lengths, a size that was compatible with the laser cutter at Pearlgreen as well as being handleable by a single worker. The cutting profiles included all perforations so that each plate only needed to enter the laser cutter once. Bending radii, orientation and ID tags were also etched into the surface of the profiles to aid the fabrication team to identify the strips. Figure 18 shows 18 shows a selection of pieces cut out, labelled, and ready for bending. All waste material was collected and sent to be recycled (with the exception of two ‘holes’ that now sit at Arup’s offices for posterity). posteri ty). The cut strips were then bent using a digitally controlled break-press and laid up in formwork assembled on the factory floor (Figure 19). 19). The strips were mostly in single curvature only; however, the taper in plan up the height of the structure meant that some of the strips needed to be manually twisted into place as they were laid in the formwork. The fabricators used stainless steel formwork that was laser-cut, reused on both faces, and later recycled. This meant that formwork and strip tolerances matched, and meant that the team could tack-weld the strips to the formwork, to hold them in place. As we were working with steel plate of

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26 󰁎󰁅Figure Installation of sculpture

 just 4mm thickness thickness,, tolerances tolerances needed needed to be tight to enable the seams to be welded together to form a consistent full-penetration weld. A plate alignment tolerance of ±1mm was agreed on, a value which the fabrication team found to be ambitious, but achievable using digital laser cutters and roll-bending machinery. Welds near the top of the structure (where forces are low) are single-sided and at least 3mm deep where plates are within 1mm tolerance. Further down the height of the structure, welds become double-sided to ensure full depth. Near the bottom of the structure, where the steel is working near to capacity under an ultimate limit state wind loading, these welds had their roots ground out to increase fatigue performance. See  See   Figure 20 for 20 for the different weld types and zones. 27 Figure Completed sculpture at night

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With the two faces fabricated one after the other, a lot of lessons were learned on the first side that reduced the number of man-hours spent on the second. This included altering the assembly order of the strips, now starting at the centre where the largest and stiffest strips are – those that were hardest to pull into place on the first face. Small individual divider plates (Figure 21) were welded into place at the kissing points where the two sides touch. These had been designed to accommodate tolerance between the two sides, due to welding distortions. It was noted by the fabrication team how much stiffness was added once the sides were joined together and working in composite – the shell lace structure was completed. Figureshold-points: 22–24 show 22–24 show sculptureofat various forthe inspection each side; test-fitting together to check tolerance; and inspection of the final piece prior to painting. Finally, the whole sculpture was welded to its baseplate, and the piece was painted and transported to site. Installation was simple and took under three hours, including mobilisation time (Figures 25 and 26).. 26) Two of the kissing plates near the top corners had 33mm holes to accommodate a lifting bolt each, and so the completed piece was simply lifted off the back of the low-loader and lowered into position on site. Once levelled and grouted, the sculpture was LIDAR scanned so that the architects at Tonkin Liu could recalculate the final positions of the 16 stainless steel discs that are now mounted in the ground and lit up by the sun passing through the sculpture.

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Project focus Solar Gate

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28 󰁗Figure Disc lit up on Armistice Day

Public reaction Since its erection in 2017, the artwork has been well received by the public and has become a photographer’s hotspot in the city centre (Figure 27). 27). It has helped to revitalise Queen’s Gardens, attracting footfall to the area and contributing to Hull’s legacy as 2017 UK City of Culture. With many of the ‘reveal dates’ marking important moments in the city itself (Figure 28), 28), Solar Gate acts to remind residents and visitors of Hull’s heritage and history, while using modern technologies to create something befitting its bright future.

Continuing the story  Solar Gate was the latest work to come out of a collaboration between Arup and Tonkin Liu that now spans nearly a decade. In 2010, we landed our first built commission to test shell lace structure out in thick paper, building a 2m tall sculpture in a shop window on Regent Street for the London Festival of Architecture. In 2011, we created our first steel shell lace structure called Rain Bow Gate, a futuristic pavilion in Burnley. The completion of Solar Gate has led to further shell lace structure commissions, including a 40m tall cooling tower for a combined heat power (CHP) plantofin Manchester cityand centre named Tower Light. As engineers, it is, of course, incredibly exciting to be able to work on projects where we can use minimal material to create structural forms deemed beautiful enough to express and celebrate, and so we hope that this collaboration may continue for a long time to come.

REFERENCES

Project team

󰁅 1) Grasshopper  (2018)  (2018) [Online] Available at: w ww.grass ww.grasshopper3d.com/ hopper3d.com/ (Accessed: November

Client: Hull City Council Client: Hull Structural engineer: Arup engineer: Arup Architect: Tonkin Architect:  Tonkin Liu Fabricator: Pearlgreen Fabricator:  Pearlgreen Engineering

2018) 󰁅 2) Robert McNeel & Associates (2018) Rhinoceros [Online] Available at: www.rhino3d.c www.rhino3d.com/ om/

download (Accessed: November 2018) 󰁅 3) Karamba3D (2018) [Online] Available at: www.karam www.karamba3d.com/ ba3d.com/ (Accessed: November

2018) HAVE YOUR SAY 󰁅 4) Rutten D. (s.d.) Galapagos [Online] Available at: www.grasshopper3d.com/group/

To comment on this article: 󰁅email Verulam at [email protected] 󰁅tweet @IStructE @IStructE  #TheStructuralEngineer

galapagos (Accessed: November 2018)

󰁅 5) Oasys (2018) GSA  [Online] Available at: www.oasys-software.com/products/structural/

gsa/ (Accessed: November 2018)

TheStructuralEngineer | January 2019

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Professional guidance Business Practice Note | No. 21

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Business Practice Notes The Business Practice Note series has been

No. 21: Leading an effective meeting

developed by the Institution’s Business Practice and Regulatory Control Committee to provide guidance on aspects of running a practice and project management.

In this latest note, Richard note, Richard Lankshear sets Lankshear sets out a number of key principles to help maximise the effectiveness of meetings. Introduction Meetings are a necessary and useful tool to enable effective decision making, but so too can they waste time and fail to demonstrate any tangible value. This Business Practice Note aims to set out some core principles such that meetings can become the effective rather than the frustrating kind. This is intended only as an introduction to the subject and further reading is proposed at the end of the note. We experience meetings in all aspects of our working life, including design meetings, technical committees and team meetings, and these can be held face to face, over a conference call or weblink. Whatever the format, orhave purpose, meetings a feweffective common themes and the suggestions made in this note should be widely applicable. We can all be complicit in a badly run meeting, even when not leading the meeting ourselves. In knowing what makes an effective meeting, we can help steer the meeting to be more effi cient by, for example, asking for the agenda, confirming specific action points, or even questioning whether the meeting is necessary in the first place.

Preparation

Ineffective meetings happen because they are easy to arrange and easy to attend without preparation. By contrast, a good 30

meeting is like the proverbial iceberg in that most of the work is unseen and completed in advance of the meeting, with particular consideration of the following: Objective  Define why the meeting is to be held and the outcomes expected. For repeat meetings, it is useful to set out the terms of reference to determine the purpose of the meeting, who should attend, the frequency of the meetings and the scope of the topics to discuss. Agenda  A well-defined agenda enables a meeting to run to time and address relevant topics. Even

if you choose not to follow rigorously, having a note of itthe items for discussion will keep the meeting on track. Timescale  The meeting should have a start and end time so that all attendees are clear when to be there and how long it will take. The meeting should start on time.

background to the topic. papers need to frame the discussion but should be succinct – there is no point sending out a 40-page report that won’t be read.

 Briefing

Leading the meeting Start the meeting positively and set the context. Despite your excellent briefing pack, terms of reference and agenda, it will be worth reminding everyone why the meeting is to be held, the agenda to be followed and anticipated outcomes. Set the procedural rules (mobile phones, breaks) and ensure that someone is taking notes. In most cases, only the actions or key decisions need to be recorded, but the taker of should be briefed on note the format the minutes in advance. It may be necessary to formally agree the minutes of the previous meeting, or at least receive comments on them. If the minutes of the previous meeting had action points, each party with an

"BY CONTRAST CONTRAST,, A GOOD MEETING IS LIKE THE PROVERBIAL ICEBERG IN THAT MOST OF THE WORK IS UNSEEN" action should be asked whether they have completed the action (and if not, why not). This should be recorded. The action should remain open until it has been completed, at which time it can be ‘closed off’. The challenge then is to keep to topic and keep to time. A great benefit of a briefing pack is that each agenda item can be framed and members informed in advance. Use positive language and avoid relying on acronyms and technical terms or ensure that they are clarified so that everyone can follow the discussion. If you feel that the discussion is running off topic, try to summarise the key points

KEY POINTS  Preparation  Preparation

Distribution of papers  Where possible, prepare briefing notes on topics for discussion. Not only will

this enable attendees to be prepared for the discussion, but it saves time during the meeting in having to present (often at length) the

is key. Determine a clear objective and issue a quality briefing pack.  Determine timescales, start and end times. Start on time.  Include everyone in the discussion and reach a conclusion on each point.  Question

whether the meeting is really necessary – will the meeting achieve the objective?  You can improve the quality of the meeting even if you are not the leader.

January 2019 | TheStructuralEngineer

 

Profession Professional al guidance No. 21 | Business Practice Note

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raised and suggest unrelated items be included in future meetings if appropriate. Listen carefully and be seen to be engaged. Bring in others’ opinions before an agenda item is closed. It is too easy for one or two loud voices to dominate a discussion where others may sit quietly waiting to be invited to speak. Draw each point to a close, preferably with a clear decision or specific action point for an individual.

Post-meeting actions Like the preparation before, the actions required after the meeting are of high value yet are often overlooked. Once more, you should give yourself time to complete these tasks. Paramount of these is the distribution of the minutes, which should be issued as soon as possible. Confirmation bias leads

people to recall information that confirms their pre-existing beliefs and it is often surprising how differently people will recall the same discussion. A clear set of minutes (and actions) ensures a record of the topics discussed for future reference. Note too that minutes should be to the point and brief, and it may be helpful to highlight actions, e.g. in bold text or in an ‘action column’. If the meeting is short, it can be reasonable to forego minutes and just produce a list of action points, given the agreement of attendees. The actions agreed at the meeting will often need to be followed up so that they are completed. Leading the meeting will often entail a degree of chasing of actions – a thankless task, but necessary to ensure the meeting had purpose. And, finally, it is then time to start preparing for the next

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FURTHER READING There is a vast array of additional reading available and many commentators have their own tips and tricks. A good starting point is the Harvard Business Review , which has suggestions for team meetings, focusing on participant behaviours and setting an effective agenda: 󰁅

Schwarz R. (2016) ‘8 Ground Rules for Great Meetings’, Harvard

Business Review 

 [Online] Available at: https://hbr.org/2016/06/8ground-rules-for-grea ground-rules-for-great-meetings t-meetings (Accessed: November 2018) Schwarz R. (2015) ‘How to Design an Agenda for an Effective Meeting’, Harvard Business Review  [Online]   [Online] Available at: https://hbr. org/2015/03/how-to org/2015/ 03/how-to-design-an-agenda-for-an-effec -design-an-agenda-for-an-effective-meeting tive-meeting (Accessed: November 2018) 󰁅

meeting, beginning always with the question – is the meeting really necessary? This note has been prepared by Richard Lankshear MEng, CEng, MIStructE on behalf of the Institution of Structural Engineers’ Business Practice and Regulatory Control Committee. Members are reminded that they should always comply with

the legislation of the region in which they are working and should be aware of any  jurisdictions  jurisdictio ns specific to that region. Business Practice Notes are provided as guidance to members, but do not form part of the Regulations and/or Laws of the Institution. All members are obliged to abide by the Institution’s Code of Conduct.

Iconic Global Structures: what can we learn? Join structural engineers and project stakeholders to explore the successes and challenges of constructing nine complex structures across the world. Participate in panel discussions with industry experts to share best practice and promote the highest standard of engineering globally. Learn more at — https://structuresdubai201 https://structure sdubai2019.cvent.com 9.cvent.com

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Professional guidance Leadership in engineering

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Do you have the skills to be a leader? The Institution’s Professional Development Manager, Peter Washer, Washer, considers what it means to be a leader and how leadership skills can be learned. What makes someone a ‘leader’? Is leadership a matter of nature or nurture? How does leadership differ from management? Can you learn and teach leadership? Despite centuries of philosophical thought about the nature of leadership, and more recently academic research, the concept remains diffi di fficult to pin down. down . Most popular popula r books – and there are over 100 000 books on leadership available on Amazon – relate leadership to the person or persons regarded as leaders. Typically, this literature focuses on historical leaders (e.g. Winston Churchill) or contemporary business leaders (former Apple CEO SteveThese Jobs is a recurring in this literature). books then gomotif on to synthesise qualities that these individuals shared to produce a definition of leadership. Often, these simplistic definitions of leadership come down to a vague feeling that some people are born with some magic or charisma about them th em that others lack. Yet being in the right place at the right time is often also important. Simple ‘heroic’ accounts and definitions of leadership are unsatisfactory because they lack any social or historical context. If we take the case of Churchill, he had a chequered history and reputation before World War II. For example, example, he sent in the army to quell the Tonypandy riots in Wales in 1910, leading to much criticism and ill-feeling. He was also the primary architect of the military disaster at Gallipoli in 1915, where 130 000 men died. Yet in the context of World War II, he became a national leader and hero, who 32

inspired a nation to fight and, ultimately, win the war against Nazism. He was undoubtedly the right man in the right place and time. However,, if he had died in 1939, he would not However have been remembered as a great leader. Recently, in academic literature and more generally, this heroic person idea of leadership has been supplanted by a more nuanced definition, which takes more account of the context in which people demonstrate leadership. For example, if a new leader is brought into an organisation, and the profits increase by 500%, then the leader might be credited with that success and be rewarded accordingly. Some people have attributed 95% of Apple’s success to Jobs. But to what extent can we attribute the collective products of a whole organisation to the individual actions of one person? Even if we can causally link the increased profits to the actions of an individual leader, what contribution do the other employees/followers have to this success?

"LEADERSHIP IS NOT A LIST OF QUALITIES, IT IS A SET OF PRACTICES"

Leading by doing If we think about it, leadership is less about individual heroes, innate charisma or magical qualities, and more about the more mundane everyday ways that a leader builds and strengthens social relationships and builds social capital. In this sense, leadership is not a list of qualities, it is a set of practices – not what you have but what you do that is important. The power of a leader rests not necessarily in their personalities or position in a hierarchy, but in their achievement of creating a network of followers. If we take the ‘magic’ out of our definition of leadership, it poses the question: is leadership different to management, and if so, how? Rittel and Webber󰀱 have written about ‘tame’ and ‘wicked’ problems. Tame problems may be complicated but are likely to have occurred before and therefore are resolvable because there is a limited degree of uncertainty. The manager’s role is to provide an appropriate process to solve the problem. Most everyday problems are tame and just require people to carry out their duties. A manager then, is someone who can make decisions to find the appropriate answer or process to solve a (tame) problem. By contrast, a wicked is complex, often intractable, and noproblem one is likely to have the prior knowledge or resources to solve it. To solve a wicked problem, the leader has to ask the appropriate kind of questions to engage their followers in a collective attempt to come to terms with and address a (wicked) problem. Wicked problems – war, financial catastrophes, even Brexit – require leaders that can frame the solutions and inspire followers to address them. This brings us back to the idea that leadership is somehow related to social skills such as emotional intelligence, empathy, active listening, inspirational public speaking and so on. Looked at in this way, leadership becomes less a magical quality, and more something that it is possible both to teach and to learn.

How much of Apple’s success can we really attribute to former CEO Steve Jobs?

January 2019 | TheStructuralEngineer

Learning to lead This poses the question of how one might learn to be a leader. A leader might have

 

Professional al guidance Profession Leadership in engineering

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a vision or strategy for where they want their organisation and their followers to go. But to achieve that vision, they need to be able to learn from their followers, even if the feedback fe edback maybe may be diffi cult to hear. The question is less, ‘How do I  lead  lead this organisation?’ but more, ‘What type of organisation do we want to build?’ and ‘Who can I identify to help me build it?’ For engineers, to step up from what you are trained to do – engineering – to assume a position of leadership is i s sometimes diffi cult. People choose a career in engineering because the daily work of an engineer is what they enjoy. It takes a different set s et of skills to be self-aware and to identify your own leadership style; to delegate and influence other people; to recruit, motivate and retain valuable team members; and to inspire them to follow your vision. There is no magic to this skillset, and though it might come more easily to some people than to others, these skills are not something that anyone is born with. The skillset of a successful leader can be taught.

Leadership Development Programme

FURTHER INFORMATION

This thinking forms the basis of the Institution’s new Leadership Development Programme. While larger firms frequently can offer leadership development training to their engineers, most small and mediumsized enterprises (SMEs) cannot. This new programme, developed in collaboration with the University of Bath’s School of Management, aims to address that gap. It is aimed at early- to mid-career engineers working in SMEs. There are four core teaching days delivered by academics from the University of Bath’s School of Management. In addition, participants are able to choose a further three courses from the Institution’s existing range of professional guidance courses, so that they can tailor the programme to their own professional development needs, and to the needs of the SMEs they work in. The programme starts in March 2019 and will run for a year; places are limited to 20.

For further information about the programme, visit www.istructe.org/ leadership or leadership  or contact Peter Washer, Professional Development Manager: 󰁅Tel.: 020 7201 9118 󰁅Email: [email protected]

REFERENCE 1) Rittel H.W.J. and Webber M.M. (1973) ‘Dilemmas in a general theory of planning’, Policy Sciences, 4, pp. 155–169 󰁅

FURTHER READING This article is indebted to the following book, which makes an excellent introduction to the subject of leadership: Grint K. (2010) Leadership: A Very Short Introduction, New York: Oxford University Press 󰁅

If you are aged 28 years or o r under, under, you may enter the Kenneth Severn S evern Award 2019. To enter, answer the following question, set by 2019 Institution President, Joe Kindregan:

Question:

What additional skills do structural engineers need to develop to answer future humanitarian challenges?  Answers should be in the form of a written paper (max. 1500 words) and may include relevant imagery that supplements the text.

 The winner will receive:  The prestigious Kenneth Severn Diploma  A cash prize of £500

 The judges will be looking for originality, originality, value to the structural engineering profession and clarity of presentation.

 The winning paper will also be considered for publication in The Structural Engineer Engineer..

Entrants must be 28 years of age or under on 1 January 2019. Engineers who are not members of the Institution are also welcome to enter. For full details and to submit your entry, visit: www.istructe.org/kenne www.is tructe.org/kenneth-severn-award th-severn-award

The closing date for entries is 31 January 2019

TheStructuralEngineer | January 2019

2019

33

 

Technical Technical Guidance Note | Level 2, No. 19

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Technical Guidance Notes Level 2, No. 19: Design and detailing of  windposts to masonry walls Chris O’Regan BEng(Hons),,CEng, FIStructE,FICE BEng(Hons) Principal Engineer, Building Engineering, AECOM, London, UK

Technical Guidance Notes are published by The Institution of Structural Engineers to provide guidance to engineers in the early stages of their careers. This note has been prepared by AECOM on behalf of the Institution.

Introduction

Historically, masonry walls were designed as principal princ ipal loadbearing elements of a structure. They were very thick and were able to withstand lateral loads due to their stocky geometry. Today, however, the status s tatus of brick  walls within large buildings has been been reduced to that of simple simple single-skin rainscreens that are little more than large thin panels of masonry. These panels are quite slender to the point where they usually require additional horizontal support to make them stable. The same can also apply to cavity walls, where both skins are incapable of resisting lateral loads. The element that provides this support to masonry panels is a vertical prop known as a ‘windpost’. Its principal role is to provide lateral support against destabilising horizontal forces that typically originate from wind pressure – hence, the name. Windposts are typically steel elements – either open sections, such as channels or angles, or closed sections, such as rolled hollow rectangular sections. This Technical Guidance Note provides guidance on the design and detailing of windposts relating to their incorporation i ncorporation into building structures.

ICON LEGEND

󰁗 

Design principles

 Applied practice

󰁗 

󰁗 

Worked example

󰁗 

Further reading

󰁗 

Resources

Definition A ‘windpost’ is a vertical element that provides lateral support to cladding elements typically made from masonry. A windpost does not provide any vertical support and is restrained at its head. This requires a horizontal structure at the top of the windpost that is strong enough to resist the forces being applied to it.

Detailing Windposts are typically located in semiexposed or exposed locations where they are exposed to moisture on a regular basis as they are in contact with external facing masonry. They therefore require a high grade of corrosion protection. Historically, galvanising has been used to provide corrosion protection to a mild steel windpost. However, where stainless steel wall ties are used to fix a windpost to a wall, the post itself must also be made of stainless steel, to avoid bimetallic (or

The technical specifications of a particular product should be consulted before it is used in a design solution. There are also proprietary products that include both the windpost itself and the means by which it is connected to the masonry via wall ties. Windposts must also meet other criteria, including acoustic performance, thermal expansion of the wall they are supporting, and their behaviour when exposed to fire. When a windpost is supporting a wall that forms part

Figure 1 shows 1 shows a series of sections through a masonry wall that represent four different configurations of windposts. Although they are quite different, they all serve the same function.

galvanic) corrosion. Wall ties need to be b e designed with sufficient stiffness to transfer the lateral load from the wall into the post. There is a large number of proprietary products that serve this purpose.

of a fire compartmentation strategy, it must comply with the fire rating of the area to ensure that the wall remains standing in the event of a fire. As windposts are designed to take only

Design principles

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January 2019 | TheStructuralEngineer

 

Technical Level 2, No. 19 | Technical Guidance Note

thestructuralengineer.org

Figure  Detail of3 windpost within masonry wall

Figure  Different1 forms of windpost

horizontal actions, it is important that the head of the windpost is fixed in such a way as to prevent axial forces being transmitted into it. To achieve this, the fixing detail between the windpost and the primary structural element is allowed to articulate vertically relative to the connection, typically through the slotted bolt holes. Figure 2 shows a selection of typical head details for windposts that allow this vertical movement to occur. Windposts are typically fixed to a wall via a series of wall ties that are placed at every other bed course within the masonry. The ties are post-fixed to the windpost as the wall is constructed to allow for vertical tolerances. The fixing method must take into consideration the anti-corrosion methods applied to the windpost. Another method is to install the windpost within the wall itself (Figure 3). 3). In this method, the windpost is installed, masonry units are threaded over the top of it, and the post is then grouted into place within the wall. This method provides excellent corrosion protection and much stronger connectivity between the windpost and the wall. However, the complexity of the detailing and

applied to it. Where a wall is also acting as a barrier, a line load is applied to it. The line load is modelled as a point load. This is similar to balustrade design, as covered in Technical Guidance Note Level 1, No. 7: Barrier and vehicle loading. Sometimes the windpost may need to be modelled as a propped cantilever, with the base being a moment connection into the primary structure. This is usually done to reduce the size of the windpost, but results in the base connection becoming more onerous than a simple (i.e. nominally pinned) connection (Figure 4). 4). The frequency and location of windposts depend on the geometry of the wall they are supporting, as well as the type and magnitude of actions being applied to the wall. Windposts are typically installed as a last resort, as they are diffi cult to put into i nto place and are expensive. However, where returns, piers and vertical elements of the primary structure cannot be used as a point of restraint due to space restrictions, and the wall is required to span a long distance or contain large openings, a windpost is the

construction is much In addition, as the post is embedded, embedde d, it isgreater. more diffi cult to replace repla ce should a problem occur during its lifespan. Embedded windposts also cause problems when surface-fix items, such as shelving, are installed on the wall, as they form part of the fabric of the masonry.

only viable of solution. Forwalls morethat information on the design masonry resist lateral actions, see Technical Guidance Note Level 2, No. 6: Designing a laterally loaded masonry wall . Much like beams that support brick walls, windposts are subject to quite stringent movement criteria. Masonry is sensitive to any form of excessive displacement and is likely to crack if movement due to variable actions exceeds span/360 or ±5mm,

Design guidance A windpost is effectively a simply supported beam that has a uniformly distributed action

Figure   4 Idealised models of windposts

whichever is the lesser outside of datum. With such tight controls in place, it is typical for stiffness to govern the design of windposts. Typically, windposts are considered to be fully laterally restrained due to the connectivity between the post and the wall it is supporting via the wall ties. This simplifies the design of windposts considerably, as buckling typically does not need to be considered. The only exception to this is when an angle is used as an externally mounted case,as the outer leg wouldwindpost. be prone In to this buckling it is unrestrained. Finally, it should be noted that although windposts do not form part of the primary structure, it is not uncommon for them to be designed and specified by the structural engineer.

 Applied  Applie d practice practice

BS EN 1996-11996-1-1:2005+A1:2012 1:2005+A1:2012 Eurocode 6:  Design of masonry structures. General rules for reinforced and unreinforced masonry

structures

Figure   2head Typical restraint details to windposts

TheStructuralEngineer | January 2019

NA to BS EN 1996-1-1:20 1996-1-1:2005+A1:2012 05+A1:2012 UK National Annex to Eurocode 6: Design of masonry structures. General rules for 35

 

Technical Technical Guidance Note | Level 2, No. 19

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reinforced and unreinforced masonry structures

 Work  W orked ed exam example ple BS EN 1996-2:2006 Eurocode 6:  Design of masonry structures. Design considerations, selection of materials and execution of masonry

A blockwork wall that is 3.2m in height is to be supported by RHS windposts placed at 2.5m centres. The wall will serve as a barrier at a train station and therefore has a line action of 1.5kN/m acting 1.1m from the finish floor level. A wind action of 0.4kPa is also applied to the wall. Design a windpost to ensure it does not deflect any more than 5mm from datum. Note that as a wind action is occurring at the same time as a variable action, the appropriate ψ i coefficients to the partial factors for actions need to be applied. applied . For further guidance, see Technical Guidance Note Level 1, No. 4: Derivation of wind load .

NA to BS EN 1996-2:2006 UK National Annex to Eurocode 6: Design of masonry structures. Design considerations, selection of materials and execution of masonry PD 6697:2010 Recommendations for the design of masonry structures to BS EN 19961-1 and BS EN 1996-2 BS EN 1993-11993-1-1:2005+A1:2014 1:2005+A1:2014 Eurocode 3:  Design of steel structures. General rules and rules for buildings NA+A1:2014 to BS EN 1993-1-1:2005+A1:14 UK National Annex to Eurocode 3: Design of steel structures. General rules and rules for buildings

Glossary and further reading

 

Glossary Rainscreen – part of a building’s envelope that provides a barrier to external environmental conditions. Windpost – vertical structural element designed to provide lateral support to masonry walls. Further reading The Institution of Structural Engineers (2018) Manual the design of plain masonry buildingfor structures to Eurocode 6 (2nd in ed.), London: IStructE Ltd

Morton J. (2011) Designers’ Guide to Eurocode 6: Design of Masonry Structures: EN 1996-1-1, London: Thomas Telford Ltd

Resources

Brick Development Association: www.brick.org.uk Concrete Block Association: www.cba-blocks.org.uk

AECOM is built to deliver a better world. We design, build, finance and operate

Steel Construction Info: www.steelconstruction.info/Facades_and_ interfaces#Support_to_brickwork

infrastructure assets for governments, businesses and organisations in more than 150 countries. As a fully integrated firm, we connect knowledge and experience across our global network of experts to help clients solve their most complex challenges.

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Continuing Professional Development NEW Course Programme for 2019

Book early to get a great discount  The Institution provides members with the best professional development training to ensure your skills are up to date and to give you the opportunity to excel in new areas. We’re also pleased to offer a competitive member rate and various other discounts, such as when you book more than one month in advance. We’ve listened to your feedback, and the 2019 CPD programme welcomes 13 new technical courses based on your needs. Take a look at some of the essential technical courses below or o r explore the full programme online at www.istructe.org/cpd-2019

Temporary Works Design

NEW - BIM Awareness Training Day  

Course date: February, June and November course dates available

Course date: 26 February 2019

Location: London

Location: London

 Aim This popular two day course provides participants partic ipants with the basic principles of Temporary Works design. “The best course I have been on, very useful. Ray  presented brilliantly and left no stone unturned. unturned.”” 2018 course attendee

Eurocode Series Course date: 17 course dates throughout the year  Location: London

 Aim                 requirements of the code for your structural design, how the code operates, and how the code can support your work.

 Aim Develop an understanding of BIM, the standards and protocols that are now mandatory mandatory,, how BIM and information management should be used to get the most from your design team models, and look to the future of BIM in the UK. The course is aimed at all levels, from technician through to senior engineer/director level.

Understanding Structural Behaviour Course date: March, June and December course dates available Location: London

 Aim This two day course provides engineers with the ability to arrive at an approximate analysis to both create a structure and to check computer results. Tutored Tutored by Dr David Brohn. David pioneered the ‘Brohn ‘B rohn Test’ Test’ in the early 1970s, leading the way in evidence-based tracking of levels of understanding structural behaviour amongst graduates.

 View the full programme programme and book book Book online

Email

www.istructe.org/cpd-2019

[email protected]

 

Opinion TallWood House, Vancouver

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Comment & reply

Te allWood House at Brock Commons, Vancouver

Dr Angus Law, Law, Dr Rory Hadden and Hadden and Professor Luke Bisby seek Bisby seek clarification of the fire safety strategy employed at this landmark high-rise timber building in Canada.

Comment

We write concerning the article ‘The TallWood House at Brock Commons, Vancouver’ in

states that this strategy achieves the twohour fire rating specified in the site-specific regulation. Unfortunately, the authors of this paper are mixing ideas that should not be mixed. Encapsulation of timber with plasterboard is a technique that has been demonstrated to be an effective method for protecting cross-laminated timber (CLT) from the effects of fire under specific circumstances (e.g. Test 1-1, Fire Safety Challenges of Tall Wood Buildings – Phase 2󰀱). We therefore agree that this approach, in principle, pri nciple, may be suffi su fficient to adequately protect the timber. However, if plasterboard is to be used as a protection strategy, then it is vital that it should remain in place throughout the duration of the fire (i.e. until all the fuel load in a compartment has been consumed). If the plasterboard does not remain securely fixed to the surface of the

the October issue of The Structural Engineer   (pp.2018  (pp. 18–25). Specifically, we would like to highlight our concerns regarding the description of the fire safety engineering approach given in this paper. It is our opinion that the description is confused and potentially misleading. Our concern centres around the final sentence in the section that articulates a key aspect of the building’s fire safety strategy: ‘With this sprinklered encapsulation strategy, a two-hour fire rating was achieved.’  This immediately poses the very important question: what is a ‘sprinklered encapsulation strategy’?  On the basis of the paper, it appears that a ‘sprinklered encapsulation strategy’  comprises  comprises

CLT, the timber may become involved in thethen fire, which can result in continued burning. This would invalidate the fundamental assumptions of a classical fire resistance design approach and has been demonstrated previously in The Structural Engineer 󰀲. 󰀲. The paper suggests that the fire resistance is, in part, reliant on the sprinkler system. This cannot be the case – sprinklers are a technology intended to suppress or extinguish the fire before it grows to a size where it may pose a threat to the structure. Sprinklers cannot, therefore, increase the fire resistance of an element of structure; they can only reduce the likelihood that the element will be threatened by a fire. Provision of sprinklers is therefore a risk management technique – by

Additionally, the concept of a ‘two-hour fire rating’  expressed  expressed as the objective for structural fire design remains a useful approach only so long as the structural elements are not themselves involved in fuelling the fire. If elements of CLT start to burn, the first question to answer is: ‘do they stop burning once the other fuel is consumed?’  Only  Only if the answer to this question is ‘yes’ can charring rates and other such calculation techniques be used to estimate whether structural stability is maintained. Otherwise, charring may continue until no structure remains. Our suggestion to the authors and other practitioners is that the fire safety objectives for CLT buildings should be expressed as follows: The building should maintain stability during and after a fully involved fire event. This should explicitly consider consumption of the fuel load, along with a requirement for auto-extinction auto-extinction of any combustible structural elements, and assume no reliance on intervention by fire and rescue services. Where an encapsulation strategy is used, we suggest that the fire safety objective should be expressed as follows: The building should maintain stability during and after a fully involved fire event. Encapsulation should prevent any burning of the underlying structural elements for the duration of the fire and without reliance on intervention by fire and rescue services. ser vices. Unfortunately, from the brief description provided of the fire safety strategy, it is impossible for readers to ascertain how the design solution at Brock Commons meets the

an approach whereby the timber elements of the building are encapsulated by ‘three layers of type X drywall cladding’, and the building is also provided with a sprinkler system that has an independent water supply. The paper

way of reducing the likelihood of a serious fire. Sprinklers cannot, therefore, help a structure to achieve a two-hour fire rating – they simply reduce the likelihood that a two-hour fire rating will be needed during the life of the building.

above fire safety objectives. We encourage designers of mass timber buildings to carefully consider the hazards, and ensure that their basis for design is supported by logical and robust engineering

 Angus Law PhD, MEng, CEng, MIFireE BRE Lecturer in Fire Safety Engineering, University of Edinburgh, UK Rory Hadden PhD

Rushbrook Senior Lecturer in Fire Investigation, University of Edinburgh, UK Luke Bisby PhD, PEng, CEng, FIStructE, FIFireE

Professor of Fire and Structures, University of Edinburgh, UK

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January 2019 | TheStructuralEngineer

 

Opinion TallWood House, Vancouver

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methodologies. Where these methodologies do not yet exist, we encourage practitioners to engage with these issues and invest in the engineering knowledge necessary to support and sustain the mass timber industry.

Figure   1 Encapsulation strategy for CLT

Reply Paul Fast PEng, StructEng, PE, FIStructE, BK Berlin/ Hessen

Partner, Fast + Epp, Vancouver, Canada Robert Jackson PEng, PE

Associate, Fast + Epp, Vancouver, Canada

The letter from Dr Law, Dr Hadden, and Prof. Bisby correctly outlines the fire resistance strategy, which was perhaps not properly communicated in the paper, for which we apologise. To be clear, the two-hour fire resistance rating at the UBC TallWood TallWood House at Brock Commons is achieved by way of a type X drywall encapsulation strategy; it does not rely on the sprinkler system to increase or otherwise define the two-hour fire resistance rating. The party walls and ceilings are constructed in such a way that the type X drywall is i s to remain rema in affi xed to the CLT C LT panels and glulam columns for the duration of the fire and provide the fire resistance by way of encapsulation. With respect to how the encapsulation

2 Figure Full-scale fire test of CLT

strategy it relied previous was ULCdeveloped, L532 testing whichon demonstrated that two layers of drywall can achieve a 1.5-hour rating on sawn timber floors. It was deemed that CLT was more conservative, and that 30 to 40 minutes was an established value per layer of 16mm type X drywall. The design also relied on other testing completed by the National Resource Council of Canada which showed that two layers of 12mm type X drywall stayed in place for close to three hours. All this was presented to, and discussed by, a panel of expert fire and code consultants, with the project-specific assembly shown in Figure 1. 1. In general,

After the design had been discussed and, ultimately, accepted by the expert panel as an appropriate solution, a supplemental full-scale fire test was completed, with firestopping of services incorporated. This achieved the desired results, with the CL C LT starting to char after two hours (Figure 2). 2). As identified in the paper, the sprinkler system has an on-site back-up water supply.. This was part of the site-specific supply regulation and is intended to reduce the risk of the sprinkler system not being able to be charged by the municipal water supply after a seismic event. If the municipal supply were to be cut off because of an earthquake (or other reasons), the back-up water supply

1.5 hours of fire resistance is achieved from the bottom two layers of 16mm type X drywall per ULC Design L532, and an additional 0.5 hours is achieved from the layer affi xed directly directl y to the CLT C LT panel.

would be utilised if a fire event took place before repairs could occur. As outlined in the letter, the sprinkler system is not intended to be a part of the fire resistance system, but rather is in place TheStructuralEngineer | January 2019

to suppress or extinguish a fire before it grows to a size where it may pose a threat to the structure. The sprinklers simply reduce the risk of a fire enlarging and that risk is even further reduced by way of the back-up water supply. REFERENCES 󰁅1) Su J., Lafrance P-S., Hoehler M. and

Bundy M. (2018) Fire Safety Challenges of Tall Wood Buildings – Phase 2: Task 2 & 3 – Cross Laminated Timber Compartment Fire Tests [Online] Available at: https://ws680. nist.gov/publication/get_pdf.cfm?pub_ id=925297 (Accessed: November 2018) 󰁅2) Deeny S., Lane B., Hadden R. and

Lawrence A. (2018) ‘Fire safety design in modern timber buildings’, The Structural Engineer, 96 (1), pp. 48–53

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Opinion Education for the future

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Tere is more to a flower

 Viiewp  V wpoi oin nt

than a SEM

Four Past Presidents of the Institution – Professor John Nolan, Professor Nick Russell, Professor Ian Firth and Professor Tim Ibell – argue that attracting, enthusing, nurturing and launching the next generation of structural engineers should look different to that which we have seen in the past.

It seems too obvious for words that when youngsters are weighing up options for a future career, they should choose one which is as far away as possible from what a computer will be able to do. To paraphrase Chris Wise, humans should do what humans are best at doing. Computers can do the rest. And they will . This has profound implications for our profession of structural engineering. At the February 2018 meeting of the Institution Council, discussions were held on what the profession will look like in 10–15 years’ time, and what implications this will have on education. Key issues to emerge from that event were the increasing importance of collaboration, data, new materials and artificial intelligence (AI). A quote from the report stated that ‘The education system will need to reflect this broadening of expertise, move beyond teaching the skills that will, in many cases, be

adapted to provide a ‘spine’ of design throughout, which was fed and nourished by the addition of taught components. To enable this change in curricula to be applied, we held a second set of discussions about how we might go through brave decisionmaking within universities to drop those taught aspects which were simply no longer as important or relevan relevantt as other required topics have become. It is fair to say that these were seen as extremely diffi di fficult challenges chall enges by the t he delegates. All sorts of obstacles as to why design could not be a dominant spine throughout our degree programme programmes s were tabled, as were all sorts of reasons why dropping perceived ‘fundamental stuff’ from our degree programmes is hard, if not impossible. Well, it is our collective belief that this is not a nice-to-have option for the education of our future structural engineers. We

aspects of our curricula. Engineering is essentially a creative profession, and we must work to restore the essential creative ingredients which are missing or inadequately covered in our engineering degree programmes. We feel that we are beyond the stage of talking about this. We need to see action from all universities. Some are faring well in this venture, but many are yet to set off.

replaced automation, andthe integrate both digital andbyartistic skills into curriculum to enhance collaboration and creativity.’ The number one priority action to emerge from the workshops was the ‘Need to rethink the education of engineers to prepare them for a changing future role’󰀱. We cannot, and we must not, ignore this seminal outcome from the worldwide leadership of the Institution.

must act to our embed holistic design now, throughout degree programmes, as a backbone of an educational legacy which ensures that our graduates know that asking the right design questions is the very definition of being a chartered structural engineer.. Answering these questions is an engineer altogether easier proposition. Students can only truly understand the importance of questioning, rather than answering, through being immersed in an atmosphere which embraces the changes our profession is facing (collaboration, (collaboration, data, exploitation of materials and AI). To allow this rather profound change in our outlook in education, we simply must pare down other

will betoahave fabulous structural engineer. They need a grasp of STEM, of course, but they need so much more than mere STEM if the challenges to our society which our profession will face are to be tackled by emotionally intelligent people who have engineering skills. Our universities should be attracting the brightest and the best to be structural engineers. To us, this means attracting students who have a breadth of outlook, imagination, creativity, creativity, and immense ambition to change the world for the better. They need to be intereste interested d in everything, with their priceless prime asset being creativity. Creativity. Not just STEM.

Space for creativity  More recently, the Institution held its annual Academics’ Conference, where the importance of the holistic design ability of graduates was discussed as the defining attribute of a structural engineer who is fit for the changing demands of the profession because they are used to doing what humans do best, rather than repeating what a computer does best. We discussed how curricula might be 40

Beyond STEM A colleague of Chris Wise, Ed McCann, has spoken recently about the fact that we no longer need engineers with soft skills. We need emotionally intelligent people with engineering skills. This is a profound observation, in our opinion, and strikes at the heart of the choice of incoming talent into universities. We believe that if a student is interest interested ed in everything at school, then that person

"ONE OF THE BIGGEST PROBLEMS IN OUR PROFESSION IS A LACK OF GENDER BALANCE"

January 2019 | TheStructuralEngineer

 

Opinion Education for the future

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Gender balance

This shift in recruitment protocol would be transformative transfo rmative to our industry industry,, and it would allow necessary changes in our professio profession n to be embraced and cherished, rather than seen as any sort of threat. Our starting point would be to encourage, at least, recruitment into universities of students who have a mix of subjects which demonstrate interest beyond STEM. One of the biggest problems in our profession profess ion is a lack of gender balance. We talk about skills gaps, often without talking about the fact that recruitment into our profession should embrace the entire population to start with. We see no reason why universities should not be aiming at a 50:50 gender balance across their student cohorts in civil/ civil/structural structural engineering degree programmes. Our profession oozes creativity and it embraces people who have an interest in absolutely everything. These are key traits now and in the future. And they are gender neutral. We need to ensure that these key traits are the ones being sought

by recruitment processes into universities, rather than the narrower STEM-only approach. We need to sell our profession as a means to help people. We need to talk about why engineers exist, rather than merely how or what they do. These are simple, effective and potentially transformative messages for the recruitment into our profession of the necessary talent from the entire population to ensure that the challenges we face are met by appropriate, brilliant structural engineers. REFERENCE

John Nolan BSc, MSc, DEng, CEng, FIStructE, FICE 2012 President of The Institution of Structural Engineers

Nick Russell BSc, CEng, FIStructE, FICE, FASCE, MCMI 2014 President of The Institution of Structural Engineers

Ian Firth BSc, MSc, DIC, CEng, FREng, FIStructE, FICE 2017 President of The Institution of Structural Engineers

1) Hargrave J. and zu Dohna F. (2018) ‘The future of our profession’, The Structural Engineer, 96 (11), pp. 8–9 󰁅

Tim Ibell BSc(Eng), PhD, CEng, FREng, FIStructE, FICE, FHEA

HAVE YOUR SAY

2015 President of The Institution of Structural Engineers

To comment on this article: 󰁅email Verulam at [email protected] 󰁅tweet @IStructE @IStructE  #TheStructuralEngineer

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Opinion Letters

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 Ve  V erulam

Send letters to… All contributions to Verulam should be submitted via email to: [email protected]

Contributions may be edited on the grounds of style and/or length by the Institution's publishing department.

Topics of importance openly discussed

Eurocodes again Alasdair Beal has no love for the Eurocodes: once again, he takes supporters to task. David Lazenby’s defence of the Eurocodes (Verulam, November/December 2018) downplays some of their problems. In particular, it is surely time to concede that the current Eurocode load combination rules are a bit of a disaster. Not only do they generate a ridiculous amount of calculation complexity, but they also sometimes produce answers which make no sense. Several years ago, I outlined an example where a beam supports a mixture of loads – partly roof load, load , partly car ca r park, partly office and partly retail. Still, nobody has been able to provide a definitive answer for whether, under the Eurocodes, the imposed load on this beam should have an overall average load factor of 1.5 or 1.22. This is not ‘the minutiae of the numerate calculation processes’ – it could be the difference between structure which safe and serviceable andaone which is not. is I am astonished that 21 years after David was featured in New Civil Engineer  as  as ‘Eurocode supremo’, this anomaly still has not been sorted out. Verulam thinks part of the Verulam th e answer to Alasdair’s points is that whatever we do, it will not be that hard to discover anomalies. Coping with these requires that professional engineers do what is right and do not try and find some devious way to circumnavigate rules to the detriment of safety. What does appear to be true is that amending the Eurocodes when anomalies come to light is quite a cumbersome process.

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Unsafe tower blocks: demolish or dismantle? Recent news reports have stimulated Avinash Gandekar to give us his thoughts on the safety of tower blocks. A recent report in The Guardian stated Guardian stated that two housing blocks on the Broadwater Farm estate (Tottenham, London) are considered at risk of catastrophic collapse and are likely to be demolished. The estate includes 12 separate blocks and all were built using the large-panel system (LPS) construction method. That same method was used in the construction construc tion of Ronan Point, which collapsed 50 years ago. A CROSS report (Report ID:186) on the Collapse of Large Panel System (LPS) buildings during demolition states demolition states that the buildings collapsed progressively and unexpectedly. In one case, there was an uncontrolled collapse. CROSS also comments that such unanticipated collapses would introduce unnecessary risks to operatives, to people who may be nearby, and to surrounding buildings. Apart from these obvious dangers, construction construc tion and demolition activities can result in the following air quality impacts:  visible dust plumes  dust deposition  elevated PM10 and PM2.5 concentrations  increased concentrations of nitrogen dioxide.

reason behind the form of dramatic in-service failure observed was faulty design of joints between the floor floo r and wall panels, pa nels, insuffi cient bearing for slab panels at cross walls and a total absence of reinforcement in the joints. Although these faults are all undesirable structurally, where they exist, they would allow the removal of individual floor and wall panels by dismantling rather than by an induced collapse form of demolition. Thus, dismantling of such defective structures would provide an eco-friendly and structurally safer alternative to demolition. Avinash may have a point in that we have to deal with structures as they are, rather than as we would like them to be. In this case though, there seems to be obvious danger to any dismantling crew of uncontrolled collapse of a defective tower block linked to presumed defectiveness in its joints.

A subsidence puzzle Brian Clancy’s letter on subsidence (October 2018) has spurred this contribution from Ian Anderson.

Supplementary planning guidance seeks to reduce these impacts from the construction

Brian Clancy’s letter on ‘Subsidence following hot weather’ reminded me of a particular instance that proved quite an interesting exercise in detection. When I was working for a local authority in the south of England, I was asked to investigate some cracking in one of the middle houses in a terrace of four on a large council estate built in the early- to mid1970s prior to the hot summer of 1976. The terrace comprised four two-bedroom, two-storey houses with brick and block

and demolition activities within London. The report of the inquiry into the Collapse of flats at Ronan Point, Canning Town states Town states that the immediate cause of the disaster was a town gas explosion. However, the

external walls plus timber cladding along external the first floor under the windows. The roof comprised trussed rafters spanning from the front to the back walls. The block of four was on a slightly sloping site with steps in the roof

January 2019 | TheStructuralEngineer

 

Opinion Letters

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line to accommodate the slope. Founded on strip footings within the Weald Clay series, the house in question had a history of cracking problems. The front wall of the mid-terrace house had been underpinned in 1978, with further cracking noticed in 1982. My inspection in 1988 revealed vertical cracking in the front, rear and middle walls from eaves to ground level, wider at the top (10mm) than bottom (2mm) generally. A look along brick courses at ground-floor level showed a slight hog in the middle of the block. My initial guess was thermal movement along the front and rear walls with no central  joint. But, But, fortuitously fortuitously,, someone was was clearing out some drawers and came across some old aerial photographs. ‘Did I want them before they were thrown out?’ they asked. One set proved to be of the large council estate prior to any construction. Before computer mapping, etc., some hand drawing to scale to overlay the housing plan with the photos proved that prior to building, a long hedge had crossed the site and crossed my block of four houses at right angles. The height I estimated at two storeys from the hedge shadows and those of nearby existing houses on a nearby main road. So, the hedge was obviously high before removal. I commissioned a soil survey and the conclusion was that after the hedge had been removed, the shrinkable Weald Clay had gradually heaved after the housing block construction, causing the cracking. The underpinning of one house in the middle had not helped, creating a hard spot. It was believed that the heave had probably all dissipated, but it was decided to leave any remedial work alone for the present and monitor any further damage. After a period of three years, it was agreed that wascould no significant difference, and that there the walls be repaired. This was carried out by reconnecting gaps across the longitudinal walls internally and externally with either frame cramps with debonding sleeves, or with cavity ties across the joints with debonding compound on one end, plus flexible sealant in prepared slots at the gaps, all to allow any further minimal minimal heave to be accommodated.

Remote inspections via Google Maps Bob Wodehouse responds to Verulam’s request for commentinon the safety of our infrastructure the light of the Genoa bridge collapse (October 2018). If members wish to see for themselves the condition of the Genoa bridge during maintenance about two years ago, they should go to Google Maps and then choose the Street View option. Certainly, on the Street View photos, looking up from the road below, as well as on the bridge itself, the bridge condition is evident. I would welcome comments from members. One benefit of Street View is that photos can be magnified many times. Hence, if one is going on a road trip, one can certainly check the condition of road bridges in advance. Finally, to echo your queries: do members have any observations regarding the Maracaibo bridge, Venezuela, which is in a coastal area? Is this similar to the Genoa bridge? Bob certainly suggests one way technology can safeguard personal safety when venturing into the unknown! Does anyone know about the Maracaibo bridge?

A tale of caravans and wind speeds Finally, we have another letter from Bob Wodehouse, this time recounting his efforts to track down wind speed records.

Ian’s letter reveals a couple of interesting features. First, that the causes of subsidence are many and often puzzling. Second, and perhaps less obviously, is a point embodied in Brian’s letter that the last time the summer was so prolonged and hot

From the news, I see that a caravan in Ireland was recently blown over a nearby cliff with fatal results (Storm Ali, September). Such possibilities, like those of bouncy castles blowing away, need to be taken seriously. This incident reminds me of the time I was assessing wind-related damage in North Africa in the 1980s. My speed assessment for the type of damage observed was in the region of 120mph for a three-second gust

was some 42 years or a ‘whole generation of design engineers’ ago. Thus, unless these experiences are recorded, today’s engineers may simply not have the knowledge to diagnose correctly.

(with speeds a lot higher for a one-second gust). To assess my predictions, I went to the local airfield (always a good source of wind data), to check typical storm speeds. But TheStructuralEngineer | January 2019

while traversing the aerodrome, I saw a lone caravan in the middle of a vast area which had its own anemometer. Enquiries were made about maximum wind speeds and I was informed that their greatest measured wind speed was 45mph. Sometime later, a storm similar to the one that I was assessing went straight across the aerodrome, resulting resulting in considerable damage. I therefore made a visit to the recently returned senior senio r meteorological meteorologi cal offi cer to inquire as to the wind speeds recorded at the control tower (as opposed to the caravan). Driving across the aerodrome, I could see neither the caravan nor its anemometer – both had been blown away. The meteorological meteorolo gical offi cer confirmed the t he control tower wind meter had gone off its scale at 120mph. So, I then enquired as to the wind speed recorded in the caravan. I was told all was well at up to 30mph. But when winds reached 45mph, the operatives very quickly left their caravan for safety! So, it was no wonder that their recordings appeared on the low side. To be fair, the people in the caravan were measuring wind speeds for agricultural purposes, so were only interested in the relatively low velocities which can be quite critical for plants. There are two morals to this tale: i) when you ask a question, make sure it is framed correctly, otherwise you might get a misleading response; and ii) don’t stay in a caravan in high winds. More seriously, there is always something to learn and here that is the vulnerability of temporary structures to wind. The bouncy castle events referred to resulted in a child’s death and prosecutions.

 .   e     m    a   r   f   e    h   t  f    o    n    o  i  t  r    o    p    d    n    a    h   -  t    h    g  i  r   e    h   t   n    o    e    c   r    o   f   r    a    e    h    s   o    n    s  i   e   r    e    h    T .   3   /    L      P    e    d    u   t i   n    g    a     m   f    o    e    c   r    o   f  l   a    c  i  t  r    e    v   a    s  i  r    e  l l   o   r   e    h   t  f    o    n    o  i  t    c    a    e   r   e    h    T   )   D  .   n    o  i  t  r    o    p    d    n    a    h   -  t    h    g  i  r    e    h   t   n    o    o   r    e    z   o   t l   a    u    q    e   d    n    a    e     m    a   r   f l   e    e   t    s   e    h   t  f    o    n    o  i  t  r    o    p l   a   t    n    o    z  i  r    o    h    e    h   t   n    o   3   /    L      P    o   t l   a    u    q    e    s  i    e    c   r    o   f  r    a    e    h    s   e    h   t ,  )    s   t    n    e     m    o     m   f    o    m    u  i  r    b  i l i   u    q    e     m    o   r   f   (   3   /    L      P    s  i  r    e  l l   o   r   e    h   t  f    o    n    o  i  t    c    a    e   r l   a    c  i  t  r    e    v    e    h   t   e    s    u    a    c    e    B .   d    e   t    u    b  i  r   t    s  i   d    y  l  r    a  l   u    g    n    a  i  r   t   s  i    d    a    o  l   e    h   t   n    e    h     w    n    o  i  t    a    u    q    e    c  i l   o    b    a   r    a    p    a    e    v    a    h   t    s    u     m     m    a   r    g    a  i   d    e    c   r    o   f  r    a    e    h    s   e    h    T .  t    c    e   r  r    o     C   )     C  .  )    s   t    n    e     m    o     m   f    o    m    u  i  r    b  i l i   u    q    e     m    o   r   f   (   3   /    L      P    s  i  r    e  l l   o   r   e    h   t  f    o    n    o  i  t    c    a    e   r   e    h   t    e    s    u    a    c    e    b ,    L      P    e    b  t    o    n    n    a    c   e     m    a   r   f   e    h   t  f    o  t  r    a    p  l   a   t    n    o    z  i  r    o    h    e    h   t   n    o    e    c   r    o   f  r    a    e    h    s   e    h    T   )   B  .   o   r    e    z    m    o   r   f  t    n    e   r    e    ff  i   d    n    o  i  t    c    a    e   r  l   a    c  i  t  r    e    v   a    e    c    u    d    o   r    p  r    e  l l   o   r   e    h   t   d    n    a    e    g    n  i   h    e    h   t   s    a ,   e     m    a   r   f   e    h   t  f    o   t  r    a    p l   a   t    n    o    z  i  r    o    h    e    h   t   n    o    o   r    e    z   o   t l   a    u    q    e   e    b   t    o    n    n    a    c   e    c   r    o   f  r    a    e    h    s   e    h    T   )     A

   s   r    e     w    s    n    a    s  ’   y   r    a    u    n    a    J  . . .   Y    L    L     A    N  I   F   D    N     A

43

 

Opinion Book review

thestructuralengineer.org

󰁒eview

This book will provide a valuable reference to those charged with protective design against severe blast loading, concludes Andrew Morrison. Morrison.

Development of ultraDevelopment ultra-high high performance concrete against blasts: from materials to structures Authors: Chengqing Wu, Jun Li and Yu Su Publisher: Woodhead Publishing Price: £170 (paperback); £204 (e-book) ISBN: 978-0-08102-495-9

Ultra-high performance concrete (UHPC) is a generic term for a developing material which combines ultra-high strength concrete (UHSC) with steel fibres in a wide array of compositions to provide tough, resilient construction materials. As such, UHPC is of potential interest to those charged with protective design. However, there is limited awareness of the physical properties of UHPC in the design community, coupled with a paucity of design guidance. This book provides detailed information on the composition, properties and performance of

including damage control and prevention of progressive collapse. This interesting research addresses the direct effects of the blast but also the post-blast load-carrying ability of the damaged columns. Finally, the book presents research into a specific type of structural column, which utilises circular and square tubular steel sections filled with UHPC. Once again, guidance on P-I functions is provided. The book highlights specific aspects which help to consolidate the potential applications of these materials. Initially, it is demonstrated that the addition of nanoparticles increases

UHPC blast loads. This under is achieved through a detailed and systematic review of recent research into this material, covering static, dynamic and blast testing, backed up by detailed numerical modelling. Initially, the book presents detail on the UHPC material, covering both the various nanoparticles used to provide a very dense matrix and the various steel fibres which provide the critical crack-bridging effect. The results of research and testing on concrete slabs are then presented, comparing the blast performance of normal-strength concrete (NSC) and UHPC slabs under stand-off and contact charges and incorporating various additional steel reinforcement. Guidance on the development of pressure–impulse (P-I)

the compressive strength of high-strength concrete by about 10%; a further 30–50% enhancement of strength is achieved when steel fibres are included at dose rates of 1.0– 2.5%. However, under flexural response, there was little benefit from low dose rates of 1.0%. There was a dramatic improvement in flexural strength (up to 300%) when the dose rate increased to 2.0–2.5%, with very high-strength microfibres. The fibre-to-aspect ratio (length/ diameter) was shown to be important. The book presents several numerical modelling exercises to replicate test results. Such topics are always of interest to designers, for whom numerical models are often the most effective means of design, where recourse to physical testing is not

curves for slabs is provided and this forms a useful design tool. The book then focuses on the performance of column sections, identifying such members as being critical to building performance,

possible. As well as structural performance, designers are very interested in spalling and the generation of fragments. In the slab testing programme, the UHPC samples did

44

January 2019 | TheStructuralEngineer

not generate fragments, compared to the NSC slab which was heavily damaged and generated large amounts of fragments. This important benefit is attributed to the crackbridging effect of the steel fibres, coupled with controlled overall slab response. Further guidance on the use of numerical modelling to predict damage levels was provided in relation to element erosion. Erosion is a modelling approach where elements which have yielded are deleted from the model. However, it is well known that this can compromise accuracy due to the loss of mass from the numerical solution. While concrete fracture strain occurs at 1–2% strain (taking account of strain rate enhancements), the researchers advise using a high tensile strain value of 10% before permitting element deletion. The emphasis placed by the latter half of the book on columns is useful. Columns play a critical part in building safety, as evidenced by progressive collapse requirements. The book provides useful guidance on the amount of damage experienced by UHPC columns and the resulting residual load-carrying capacity. This is a specialised book, describing the performance of slabs and columns under severe blast loading. For those charged with such designs, it is a valuable reference, providing a detailed overview of material properties and how the selection of materials affects the blast resistance. While the loading is severe and the structural responses highly non-linear, the book is easy to read and there are numerous colour graphs and photographs to aid understanding. The comparison to numerical modelling is particularly useful since it is not always feasible to conduct testing of proposed designs.  Andrew Morrison  Andrew Morrison CEng, MIStructE, MICE

Andrew Morrison is a chartered civil and structural engineer who has specialised in structural dynamics including blast-resistant design. His experience has highlighted the vulnerability of reinforced concrete, particularly to close-in blasts, and the secondary threats posed by the generation of fragments.

 

Opinion Book review

thestructuralengineer.org

󰁒eview

This useful and informativ informative e book offers good value for money, says John Lyness. Lyness. It provides many insights for those required to verify and check designs for different structural forms.

Structural design from first principl principles es Author: Michael Byfield Publisher: CRC Press Price: £38.99 (paperback/e-book) ISBN: 978-1-49874-121-7

This book comprises 11 chapters, which describe various design methods for steel, concrete and timber structural members. Exemplar structural members are taken from building structures, bridge structures and temporary works structures. There is little focus on the derivation of loads and load cases, so the book’s focus is on useful structural design methods and contextual member design. Of the 11 chapters, four revise structural design topics, such as the limit state philosophy, steel beam design, reinforced concrete beam design and timber member design. The other seven chapters introduce

While there is some revision material in four of the 11 chapters, this is certainly not a standard design text or handbook. In the preface, the author states that while he has used Eurocode safety factors and notation throughout, he uses sourceable formulae which permit the portability of application between codes and facilitate design checking. There is no use of sequenced design method ‘bullet points’ and parallel, corresponding Eurocode clause numbers. The narrative style of presentation, moving through the design examples and case studies, is easy to follow and the range of design examples for steel, reinforced,

more approaches topics,specialised such as accounting for to thedesign buckling of steel columns, trusses, arches and thin-walled structures, steel-concrete composite design, prestressed concrete, strut-and-tie models, design for reinforced concrete crack control and checks for the accidental action capacity of members. The prerequisite structural mechanics knowledge is that of a post-second-year civil engineering degree student, but some principles used in application to the design methods are more advanced. At the end of each chapter, one, or more, classic mechanics texts or design practice guides are cited. Within the chapters, there are also references and comments

precast and prestressed concrete, and timber structural members in temporary works, buildings and bridges is very informative. I found some very useful design examples within this text. For example, the compliance checks for beams, the extraction of the accidental action capacity for props and beams, the revision of slender truss buckling, the case study on large-scale lattice-girder arch buckling, stiffened panels for box girders, shear stud design in composite construction, M-N interaction diagrams, sequenced sizing and design guidance for prestressed concrete beams, reinforced concrete strutand-tie design examples, strut-and-tie use in prestressed concrete tendon anchorage design, reinforced concrete design for crack

on Eurocodes. Indeed, a most attractive and interesting feature of this book is the many useful and informed comments made en passant during the structural design ‘narratives’ within the chapters.

control, flitch beam and timber truss design. There are also other useful and informative design examples within each chapter, again with useful ‘asides’ embedded in the text. At the end of each chapter, there are TheStructuralEngineer | January 2019

three, or more, realistic design problems for self-solution. An associated website gives answers to all the chapter-end design problems in the book. A book of such breadth and detail would be unusual if there were no typos. I came across three kinds: some misuse of terms such as density rather than specific weight; the use of symbols with multiple meanings; and the use of unreferenced symbols. There are not many occurrences of these errors and they stand out because of the lucid narrative style. In all, I consider this book to be good value for money. I would recommend it especially to those who are interested in crossovers between building structure design and bridge structure design. Also, although the chapters are not in the usual format, with sequenced design steps and parallel clause numbers, the book provides many insights for those who are required to verify and check designs for different structural forms. The Foreword and the first paragraph of Chapter 9 make sobering references to the Sleipner A disaster of 1991. A useful account of the relevant details can be found at www. nafems.org/downloads/nbr06r02.pdf/.. nafems.org/downloads/nbr06r02.pdf/ As more reliance is placed on decisions made by, and using, integrated structural design software, structural engineers need more appropriate qualitative and quantitative methods to assess our structural designs and prevent future computer-aided catastrophes. Structural engineers are required to be able to move from the ‘big picture’ domain to the domain of details. This book encourages readers to lift their eyes from the spreadsheet and the screen and be aware of the other possibilities available in comprehensible design methods. Dr John Lyness MIStructE

John is Reader Emeritus in Civil Engineering at Ulster University and an independent consultant at Lynessmechanics®. Lynessmec hanics®. He formerly worked as a structural engineer in Belfast and in offshore engineering in London. 45

 

At the back Diary dates

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Unless otherwise stated, evening technical meetings start at 18:00 (with refreshments from 17:30) and are free of charge to attend. Registration is required via events@ istructe.org   History Study Group meetings start at 18:00 with refreshments from 17:30. Registration is not required except for the Annual Business Meeting held in January.   CPD courses are held at HQ unless otherwise stated. Times and costs vary.

Diary dates Note that more current information may be available from the Institution website: www.istructe.org/ www.istructe.org/events-and-awar events-and-awards ds MEETINGS AT HQ 47–58 Bastwick Street, London EC1V 3PS, UK

Regional Group Committee members should submit details of forthcoming events to: [email protected]

Booking: www.istructe.org/

11:00–11:45: Session 3: Footfall

Thursday 24 January Designing with Glass as a Structural Material (Glasgow)

Analysis

Chris O’Regan

10 January President’s Inaugural Address

11:50–12:35: Workshop: Practicalities of

The Studio, 67 Hope St, Glasgow

Modelling Dynamic Analysis

G2 6AE

Joe Kindregan

12:50–13:30: Networking and lunch

Members £145 + VAT, non-members

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Friday 8 February Temporary Demountable Structures: Guidance on Procurement, Design and Use: (York)

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Abigail Matthews

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The College of Emergency Planning,

(Held at HQ unless otherwise stated)

Explore structural aspects of thermal

courses

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17:30 for 18:00

breaks and the way in which they

Tuesday 5 February (Dublin) Trimble Industry Workshop: Comprehensive Slab Deflection Calculations

work within concrete and steel

Members £290 + VAT; non-members £370 + VAT

structures. Eurocode advancements

Tuesday 29 January Achieving Visual Concrete

will be evaluated, including the latest

Jenny Burridge

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developments in punching shear

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Tuesday 15 January Annual Meeting

Monday 4 February Designing with Glass as a Structural Material

Speakers: Dr Stuart Gale, Kenny

17:30 for 18:00

Chris O’Regan

Session 3: 11:15–12:15: Practical Software (Tekla Structural Designer)

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Thursday 10 January Challenging the Traditional Delivery of Projects: the River Irwell Footbridge

Register: www.tekla.com/uk/

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Thursday 7 February The Black Art of Geotechnics:

deflectioncalculations-ireland

Thursday 14 March Oasys Industry Workshop: Solving Structural Engineering Vibration

Thursday 24 January Eurocode 8: An Introduction to Seismic Design of Buildings Costas Georgopoulos

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At the back Diary dates

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Secretary: James Drew ([email protected])

Devon and Cornwall Thursday 24 January PechaKucha (short timed speaking

Secretary: Simon Leung

East Anglia

([email protected])

Monday 11 February Piper Alpha – Repairs, Strengthening, Disaster, Consequences

Northern Counties

Tuesday 19 February Annual General Meeting followed by Reinforcement of Timber Structures with Advanced Materials Marco Corradi

Tuesday 15 January Building a Railway – Then and Now

Crowne Plaza Hotel, Stephenson

John Gage

Speakers: Various

All Saints Hotel, Fornham Street Genevieve, Bury St Edmunds, Suffolk

Hugh Fenwick Crowne Plaza Hotel, Stephenson

Newcastle upon Tyne NE1 3SA 17:45 for 18:15

Harrison Building, University of Exeter,

IP28 6JQ

Quarter, Forth Banks,

N Park Road, Exeter, Devon EX4 4QF

18:30 for 19:00

Newcastle upon Tyne NE1 3SA

Secretary: Trevor Little

17:45 for 18:15

([email protected])

Tuesday 29 January Crossrail (joint meeting with ICE and CIHT)

Surrey

sessions)

18:30

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Secretary: Paul Wilson

Thursday 21 February The challenges of the final frontier (joint meeting with ICE and IMechE)

([email protected])

North Thames

Stephenson Building, Teesside

Professor David Southwood

University, Middlesbrough TS1 3BA

Monday 14 January Lateral Stability Systems in Buildings

Thursday 31 January Meet the President

17:45 for 18:15

Building, University of Plymouth, Plymouth, Devon PL4 8AA

Joe Kindregan

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Level 2, Skempton Building, Imperial College, South Kensington, London

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Secretary: David Bray

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Speaker: tba

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Lecture Theatre M, Surrey University, Guildford, Surrey GU2 7XH Chris O’Regan 18:00 for 18:30

Manual for the design of plain masonry in building structures to Eurocode 6  (Second edition)                                                            Available in print or download in e-book format.

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47

 

At the back Spotlight on Structures

thestructuralengineer.org

Spotlight on In this section we shine a spotlight on papers recently published in Structures – the Research Journal of The Institution of Structural Engineers. Structures is

a collaboration between the Institution and Elsevier, publishing internationally-leading research across the full breadth of structural engineering which will benefit from wide readership by academics and practitioners. Access to Structures is free to Institution members (excluding Student members) as one of their membership benefits, with access provided via the ‘My account’ section of the Institution website. The journal is available online at: www.structuresjournal.org

New issue available The latest issue of Structures (Volume 16, November 2018) is now available to t o read at www.sciencedirect.com/journal/structures/vol/16. The issue features the following articles: Article title

Authors

Available at:

Novel Digitally-manufactured Wooden Beams for Vibration Reduction

C. Málag Málagaa-Ch Chuq uqui uita tayp ype e and J. Ilka Ilkana naev ev

http ht tps: s:///do doi. i.or org/ g/10 10..10 1016 16/j /j.i .ist stru ruc. c.20 2018 18.0 .08. 8.00 003 3

Vibration-based Structural Damage Detection Using Twin Gaussian Process (TGP)

Saeid Talaei, Ali Beitollahi, Saeid Moshirabadi and Milad Fallahian

https://doi.org/10.1016/j.istruc.2018.08.006

Tailored Buckling Constrained by Adjacent Members

Lawrence Virgin

https://doi.org/10.1016/j.istruc.2018.08.005

Influence of Separation Interference Method on Aerodynamic Responses of a Pentagonal Shaped Bridge Deck

Md.. Na Md Naim imul ul Ha Haque que and Hi Hiro rosh shii Ka Katsu tsuchi chi

https ht tps:/ :///doi doi.o .org rg/1 /10. 0.1016 1 016/j. /j.is istr truc. uc.20 2018 18.0 .08. 8.01 010 0

Numerical Studies on the Buckling Behaviour of Cable-stiffened Steel Columns With Pin-connected Crossarm Systems

Pengcheng Li, Ce Liang, Jun Yuan and Ke Qiao

https://doi.org/10.1016/j.istruc.2018.08.008

Analysis of Dampers for Stay Cables Using Non Linear Beam Elements

Jean-Marc Battini

https://doi.org/10.1016/j.istruc.2018.08.009

Nonlinear Finite Element Analysis of B-C Connections: Influence of the Column Axial Load, Jacket Thickness, and Fiber Dosage

Mohammad A. Alhassan, Rajai Z. Al-Rousan, Layla K. Amaireh and Muneer H. Barfed

https://doi.org/10.1016/j.istruc.2018.08.011

Controlled-rocking Braced Frame Bearing on a Shallow Foundation

Navid Rahgozar, Nima Rahgozar and Abdolreza S. Moghadam

https://doi.org/10.1016/j.istruc.2018.08.013

Evaluation of the Bond Strengths Between Concrete and Reinforcement as a Function of Recycled Concrete Aggregate Replacement Level

Mahdi Arezoumandi, Amanda R. Steele and Jeffery S. Volz

https://doi.org/10.1016/j.istruc.2018.08.012

Investigation of Wood Shear Walls Subjected to Lateral Load

Shideh Shadravan and Christopher C. Ramseyer

https://doi.org/10. https:/ /doi.org/10.1016/j.istruc.2018.08.007 1016/j.istruc.2018.08.007

Critical Inter-Load Spacing for Hogging Moments in Three-Span Bridges

C.C. Caprani

https://doi.org/10.1016/j.istruc.2018.08.014

Behavior of Reinforced Lightweight Aggregate Concrete-filled Circular Steel Tube Columns Under Axial Loading

Baraa J.M. AL-Eliwi, Talha Ekmekyapar, Mohanad I.A. AL-Samaraie and M. Hanifi Doğru

https://doi.org/10. https:/ /doi.org/10.1016/j.istruc.2018.09.001 1016/j.istruc.2018.09.001

Measuring joint opening displacement between model shield-tunnel segments for reduced-scale model tests

Jie Ji e Wang Wang,, Hongq Hongqin ing g Liu Liu and Hua Huabe beii Liu Liu

http ht tps: s:///do doi. i.or org/ g/10 10..10 1016 16/j /j.i .ist stru ruc. c.20 2018 18.0 .09. 9.00 003 3

48

January 2019 | TheStructuralEngineer

 

At the back Spotlight on Structures

thestructuralengineer.org

Article title

Authors

Available at:

Shear Strength Models for Reinforced Concrete Slender Beams: A Comparative Study

Subh Su bhan an Ahm Ahmad ad and and Pra Prade deep ep Bha Bharg rgav ava a

http ht tps: s:///do doi. i.or org/ g/10 10..10 1016 16/j /j.i .ist stru ruc. c.20 2018 18.0 .09. 9.00 004 4

Improvement in the Ductility of Overreinforced NSC and HSC Beams by Confining the Compression Zone

Heba A. A. Mo Mohamed

https://doi.org/10.1016/j.istruc.2018.09.005

The Effect of Cutting Openings on the Behavior of Two-way Solid Loaded Slabs

Mona Mahlis, Ata Elkareim Shoeib, Sherif Abd Elnaby and Alaa Sherif

https://doi.org/10.1016/j.istruc.2018.09.002

Improvement in first-order reliability method using an adaptive chaos control factor

Mohammad Amin Roudak, Mohsen Ali Shayanfar and Mohammad Karamloo

https://doi.org/10 https:/ /doi.org/10.1016 .1016/j.istruc.2018.09.010 /j.istruc.2018.09.010

Design for lateral stability of slender timber beams considering slip in the lateral bracing system

Anders Klasson, Roberto Crocetti, Ivar Björnsson and Eva Frühwald Hansson

https://doi.org/10 https:/ /doi.org/10.1016 .1016/j.istruc.2018.09.007 /j.istruc.2018.09.007

Hysteretic Behaviour of Asymmetrical Friction Connections Using Brake Pads of D3923

Jose Christian Chanchi Golondrino, Gregory Anthony MacRae, James Geoffrey Chase, Geoffrey William Rodgers and George Charles Clifton

https://doi.org/10. https:/ /doi.org/10.1016/j.istruc.2018.09.012 1016/j.istruc.2018.09.012

Tensile Membrane Action of Lightlyreinforced Rectangular Composite Slabs in Fire

Ian Burgess and Mesut Sahin

https://doi.org/10.1016/j.istruc.2018.09.011

A study on the parameters influencing

Rakesh Siempu and Rathish Kumar

https://doi.org/10.1016/j.istruc.2018.09.006

flexural bond stress in reinforced concrete

Pancharathi Y.H. Mugahed Amran, Rayed Alyousef, Raizal S.M. Rashid, Hisham Alabduljabbar and C.-C. Hung

https://doi.org/10.1016/j.istruc.2018.09.008

Behavior of reinforced concrete beams strengthened with CFRP rod panels CRP 195

Akram Akr am Jawdhar Jawdhari,i, Issam Issam Harik Harik and and Amir Fam Fam

https: htt ps:///d /doi. oi.org org/10 /10..101 1016/j 6/j.is .istruc truc.201 .2018.0 8.09. 9.014 014

Optimum Plastic Design of Moment Resisting Frames Using Mechanism Control

Mostafa Fathi Sepahvand, Jalal Akbari and Koichi Kusunoki

https://doi.org/10. https:/ /doi.org/10.1016/j.istruc.2018.10.002 1016/j.istruc.2018.10.002

Innovative use of steel plates to strengthen flange openings in reinforced concrete T-beams

Khattab Saleem Abdul-Razzaq and Mais Malallah Abdul-Kareem

https://doi.org/10. https:/ /doi.org/10.1016/j.istruc.2018.10.005 1016/j.istruc.2018.10.005

Optimum Design of Stay Cables of Steel Cable-stayed Bridges Using Nonlinear Inelastic Analysis and Genetic Algorithm

Manh-Hung Ha, Quoc-Anh Vu and Viet-Hung Truong

https://doi.org/10. https:/ /doi.org/10.1016/j.istruc.2018.10.007 1016/j.istruc.2018.10.007

Experimental and numerical investigations of rigid IPE beam connections with drilled flange and web stiffener

M. Tahamouli Roudsari, H. Jamshidi K., M. Torkaman and S. Ganji M.

https://doi.org/10. https:/ /doi.org/10.1016/j.istruc.2018.10.008 1016/j.istruc.2018.10.008

Seismic Soil-structure Interaction: A Stateof-the-Art Review

Vish Vi shwa waji jitt Anand Anand and and S.R. S.R. Satis Satish h Kuma Kumarr

http ht tps: s:///do doi. i.or org/ g/10 10..10 1016 16/j /j.i .ist stru ruc. c.20 2018 18..10 10.0 .009 09

Effect of thickness on the behaviour of axially loaded back-to-back coldformed steel built-up channel sections - Experimental and numerical investigation

Krishanu Roy, Tina Chui Huon Ting, Hieng Ho Lau and James B.P. Lim

https://doi.org/10.1016/j.istruc.2018.09.009

Seismic Risk Assessment of a 2-storey Steel-sheathed CFS Building Considering Different Sources of Uncertainty

Liqiang Jiang and Jihong Ye

https://doi.org/10.1016/j.istruc.2018.10.010

Monotonic and cyclic performance of threaded reinforcement splices

D.V. Bo Bompa an and A. A.Y. El Elghazouli

https://doi.org/10.1016/j.istruc.2018.11.009

Finite Element Modeling and Design of Single Angle Member Under Bi-axial Bending

A. Hussai Hussain, n, YaoYao-Pen Peng g Liu and Siu-L Siu-Lai ai Chan Chan

https:/ htt ps://doi. doi.org org/10 /10..101 1016/j 6/j.ist .istruc. ruc.201 2018. 8.11. 11.001 001

Experimental evaluation of rigid connection with reduced section and replaceable fuse

Allah Reza Moradi Garoosi, Mehrzad Tahamouli Roudsari and Behrokh Hosseini Hashemi

https://doi.org/10. https:/ /doi.org/10.1016/j.istruc.2018.11.010 1016/j.istruc.2018.11.010

Properties and applications of FRP in strengthening RC structures: A review

TheStructuralEngineer | January 2019

49

 

Products & Services

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Lord-Lieutenant presents  Ancon with wi th third thir d Queen’s Que en’s  Award  A ward Ancon has offi cially received the 2018 Queen’s Award for Enterprise from the Lord-Lieutenant of South Yorkshire, Andrew Coombe, on behalf of Her Majesty the Queen. This is the third time, following awards for International Trade (2015) and for Innovation (2012), that the company has been honoured in this prestigious award scheme. After a tour of the Sheffi eld head office and main UK manufact ma nufacturing uring operations, the Lord-Lieutenant said, ‘It gives me great pleasure to present this award to Ancon. I have been so impressed with what I have seen here today. It is a real team effort.’ Company director Peter McDermott received the award on behalf of Ancon at a ceremony attended by 36 of the company’s long-serving employees. Further information: Ancon (tel: +44 (0) 114 275 5224; web: www.ancon.co.uk) www.ancon.co.uk)

Complex geometry mastered at V&A Dundee thanks to Tekla The design of Scotland’s new V&A Dundee museum is as innovative as some of its exhibits. With no straight external walls, the challenge of designing, manufacturing and installing the 2400 precast concrete panels soon arose. To achieve the ambitious structural design, Tekla’s BIM software, Tekla Structures, was used throughout the th e project, aiding architectural precast cladding specialist Techrete to turn design into reality. The three-storey, 8000m² building stands 18.4m high and offers 1650m² of gallery space on the banks of the river Tay. Architect Kengo Kuma took his inspiration from the nearby seacliffs. Partly constructed on reclaimed land, the site was excavated to 6.5m and, with 11m-deep piles, a massive cofferdam was created to give the appearance of the building sitting over the river. Sloping inwards and outwards, the twisting concrete walls hold 2400 precast rough stone panels, which form V&A Dundee’s façade. They weigh up to 3t each and span up to 4m long. The software allowed Techcrete to tailor the concrete sections into specific designs to fit the various sections of the structure. Tekla Structures was able to calculate and generate the setting out of the planks and fixings, the main contractor’s work and fabrication drawings, bracket details and schedules. Further information: Tekla (web: www.tekla.com/solutions)

WANT TO ADVERTISE YOUR PRODUCTS & SERVICES? Contact Callum Nagle on Nagle on 020 7880 6217 or 6217 or email [email protected]

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 Attract  Attr act the right candidate for for less  Advertise  Adv ertise for just just £379 Only The Institution of Structural Engineers can provide such a dedicated and receptive audience, whose experience and creative abilities are sufficiently diverse to fill any vacancy, regardless of seniority.

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Recruitment

Telephone: +44 (0)20 (0)20 7880 6235

Email: tsejobs@redactive [email protected] .co.uk k

PART-TIME, HOME BASED Chartered Structural Engineer We are a small structural and civil consultancy practice established over 30 years ago. We need one or two chartered structural engineers based in certain areas of London and the South-East to handle jobs local to them on a self-employed, subconsultant basis but covered by our professiona professionall indemnity and

We require enthusiastic Graduates,

public liability insurance. You would be working from your own home and can choose the hours you work and how many jobs you take on, typically two days a week. The work involves mainly inspections and reports on building defects and structural design of alterations and extensions, both domestic and commercial. It would suit a person who's taken early retirement retirement but wishes to keep their hand in. Must be chartered and able to write good English. We pay around £250 for a typical inspection and report, and £35 per hour for design work. No formal contract is involved.

Project Engineers and a CAD/Revit Technician. We also require an experienced Senior Engineer as an  Associate Designate. Our of ce is on the river in historic Shad Thames, midway between London Bridge and Tower Tower Hill stations.

All new enquiries enquir ies and invoicing invoi cing are handled at head he ad office, so you would not need to get involved in red tape.

Our work is varied and innovative.

We would expect you to have a computer, an A3 printer, 8m tape, 600mm spirit level, digital camera etc. Autocad is preferable but not essential.

If you are interested in joining us, please send your CV to: [email protected] 

If you are interested, please see our website: www.abbott-holliday.co. www.abbott-hollida y.co.uk uk and write to Peter Holliday at Wissenden Oast, Bethersden, Kent, TN26 3EL or email [email protected].

 

EXPERIENCED STRUCTURAL DESIGN ENGINEERS - PETERBOROUGH Founded in 1927, Stirling Maynard is an established independent Construction Consultancy which provides full professional services to advise, plan, design, project manage and supervise all types of construction and development projects. We are a SME and pride ourselves on our versatility and ability to deliver a broad spectrum of Civil, Structural, Highways and Infrastructure Engineering projects, with experienced staff in all sectors. Due to an expanding workload we are looking to recruit additional engineers to help us deliver a range of projects.

THE CANDIDATE  Ideal candidates will be nearing Chartered status with appropriate academic qualifications and demonstrable experience and preferably be an IEng qualified Associate Member of either the IStructE or ICE. Candidates should have a minimum of 5 to 7 years post graduate experience and be able to manage teams of engineers and technicians. The right candidate will have good technical skills being conversant in designing in all principal materials to Eurocodes and possess an eye for detail. You will be a good communicator, be comfortable at conveying structural concepts and confident at tailoring your presentation to different audiences. You will have experience of project based financial control together with commercial awareness and knowledge of the varying pressures pressures that affect SME’s.

RESPONSIBILITIES   Your main responsibilities will be to act as a Project Engineer on schemes of varying size, agreeing design philosophies/fundamentals with more senior Project Managers prior to working up designs with allocated in-house teams. You will be expected to oversee the work of graduate engineers/technicians in delivering calculations and drawings, providing tutelage as necessary, together with assisting in the production of technical specifications. You will be expected to attend project team meetings and liaise with clients and other members of project teams.

WORKING WITH US   Stirling Maynard offer a collaborative working environment where engineers can flourish, broaden their horizons and feed off our experienced staff to develop their technical and management skills. Our size and demographic mean that there are excellent career and development opportunities for the committed engineer. We offer competitive salary and benefit packages based on experience.

To apply please email: [email protected] including a CV and covering letter demonstrating your suitability for the role. No agencies or contract engineers please – only valid applicants will be considered.  Web: www.stirlingmaynard.com 

 

Recruitment

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Structural Engineer Structural Design Engineer An established Surrey based Consultancy with a recently appointed management team are looking for a Structural Engineer to join the team. The practice has 40 years of history and the new team are looking to continue to serve and build upon this. We are looking for a capable enthusiastic structural engineer with experience of working independently reporting directly to the business directors. The ideal candidate would be looking to progress their career within 2 years to a director position, growing the team and client base. Equity is available in the near future for the right candidate.

Interested parties please issue CV’s to [email protected].

Salary – Competitive Contract type – Permanent Hours – Full-time Location – Marylebone, North West London Recruiter – TBP Limited We are a well-established firm of Consulting Structural and Civil Engineers based in West London with a very varied workload in the building structures sector. We are seeking :• Structural Design Engineer for all types of building structures • Minimum 3-4 years’ experience in a design office with appropriate qualifications – BEng, MEng • Familiar with all the usual materials and types of building structures • In depth depth building construction knowledge • Working towards towards Chartered Chartered Membership, Membership, ongoing training provided • Some knowledge knowledge of BIM would be desirable

Contact Susan Burton at TBP Limited t/a Budgen Partnership Limited [email protected] www.budgenpartnership.com

JPG excels in providing the highest quality Civil & Structural consultancy service across all market sectors. To meet our increasing workload and expanding client base we are currently seeking enthusiastic structural engineers and technicians to join our teams in our Leeds and Birmingham offices. Principal/Associate Structural Engineer (Leeds) – (Leeds) – Candidates will be chartered for a minimum of 5 years and will have a proven track record of performing at a will senior within consultancy practice. Suitable candidates belevel, required toademonstrate experience in a client facing role and the management and resourcing of a team. Further advancement opportunities to a senior management level are available. Senior Structural Engineer (Leeds) – (Leeds) – Candidates Candidates shall be chartered chartered with the Institute of Structural Engineers or approaching chartered status and looking to bring value to our business in return for further career progression, will also require to be well versed in computer analysis and design in all structural materials, innovative in approach, be able manage projects independently including attending meetings with contractors, architects and clients. Software experience in TEDDS, Tekla Structural Designer Designer,, Fastrack Portal Frame, CADS Wall Panel, P Frame and MasterSeries Retaining Wall would be desirable. Project Structural Engineers (Leeds & Birmingham) Birmingham) –  – Candidates shall have a minimum of 4 years relevant experience at post

graduate level and be working towards achieving Chartered or Incorporated status, will also require to be well versed in computer analysis and design in all structural materials and will be required to take an active role in project delivery, as part of a wider project team. Ability to assist in the delivery of projects through to completion, and work within a multi-disciplinary team. Software experience in TEDDS, Tekla Structural Designer Designer,, Fastrack Portal Frame, CADS Wall Panel, P Frame and MasterSeries Retaining Wall would be desirable. Structural Revit Technician (Birmingham)  (Birmingham)   – Candidates shall have a minimum of 5 years Structural Revit experience, should be able to demonstrate a proven ability to coordinate projects and communicate effectively with design team members, and be technically competent with the modelling and draughting of structures to current design standards, the candidate should also be able to work independently from design information provided by the design engineer. Ability to deliver projects through to completion, and work within a multi-disciplinary consultancy. Software experience in Revit is essential.

To apply please forward your CV to [email protected]

 

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Structural Structur al Design Engineer Westgate are a pro-active, forward thinking company who have Westgate been experiencing strong growth over the past 10 years. To meet our increasing workload and expanding client base we are currently seeking a talented Structural Design Engineer. Our core values of loyalty loyalty,, trust, progressive progressive,, flexibility and collaboration are central to our culture and how we work, providing an environment that will allow you to flourish. Salary: Competitive

Qualifications Qualification s and Experience:

•

Degree or equivalent in Structural Structural Engineering Engineering

•

Ideally experience in the manufacturing and experience and construction construction industries Fully IT literate with experience experience of of structural design software software packages Must hold a valid UK driving licence licence

• •

Key Roles and Responsibilities:

•

Assisting with or leading a variety of projects projects to completion; undertaking integrated 3D modelling and structural design; preparing calculations, reports, specifications and drawings Provide input into risk assessments and method method statements/  statements/  O&M manuals as appropriate Task management and delivery to the highest standards, standards, demonstrating all round technical competence and financial awareness Liaise with clients, identifying their needs needs and presenting our solutions Prepare client and project proposals Requirement to attend attend site meetings and site inspections Responsible to identify relevant relevant structural aspects aspects of existing and new products

Skills:

• • • • • • • •

A solution oriented approach to tasks Strong attention attention to all health & safety aspects of projects Team player player working within a multi-disciplinary team team in the delivery of structural engineering projects High attention to detail Practical product/industry knowledge to understand customer’s constraints Integrated 3D modelling modelling and structural design - with ability to design concepts in 3D software programs Proactive in addressing addressing problem issues, presenting presenting and pushing solutions Ability to communicate in a clear and concise manner with colleagues and clients

• •

• • • • •

Other tasks as required

Applications to: [email protected]

CHARTERED OR NEAR CHARTERED STRUCTURAL ENGINEER

www.preston-engineering.co.uk Preston & Co Engineering is a growing niche design led consultancy. We are currently looking to strengthen e our t  te team e by the hiring of a Chartered Structural Engineer or or near Chartered. By joining the team at Preston & Co Engineering, er you u will be involved in a range of local and national sm small to medium sized projects. These projects including complex p e facade retention projects, o complex multi-storey refurbishmentt projects pr s substantial residential n developments in the South. The role will be challenging,, demanding, e varied and offer fantastic st opportunities for skill set and  ca  car career r development. e                  better when less stressed. Our core business us  v values are providing                 will always consider the full build process a allowing us to specify a more cost-effective construction solution, although t at times it is challenging and requires creative solutions. You will be required to work autonomously within a a growing g Buildings Structures team. Your job will include, but not be limited to supporting the directors by carrying out feasibility studies u and   structural surveys, design assessment, scheme design, detailed ta design and checking depending upon project requirements.. This T         growth potential over the coming years.

£40,000.00 to £60,000.00 p.a. Full-time You will also be required to manage the delivery of projects and to lead small teams as the business grows. Further attributes of this roles will entail:

  Engineering design support for projects as required.   AutoCAD experience is preferable.   Experience using Masterseries design software is also an advantage.   Manage the delivery of projects projects and to lead small teams. teams. Your job will include, but not be limited to supporting the directors through:

       

carrying out feasibility feasibility studies and structural surveys, design assessment, scheme design, detailed design and checking checking depending on project requirements.

You will be working on both newbuild and refurbishment projects of a very diverse nature including heritage, residential, retail and mixed-use.

To apply for this position, please send your details to: [email protected]

Structural Engineering |  Temporary Works | Health & Safety Management | CDM 2015 Regulations |  Value Engineering

 

Recruitment

Telephone elephone:: +44 (0)20 7880 6235

Email: tsejobs [email protected] @redactive.co.uk

Align Property Partners is an expanding Northern based,

Drainage-Infrastructure Drainage-Infras tructure Engineer

ISO9001 accredited team of design professionals including architects, engineers, surveyors and safety advisors. We have over a decade of experience in delivering a wide range of construction projects from conception to completion.

As a Chartered Engineer or an Engineer working toward Chartered status you will have several years experience of drainage design, flood risk assessment and infrastructure design.

Due to our developing workload there is a great opportunity for two Civil & Structural Engineers to join our well established team working on projects in a range of sectors including Education, Residential, Commercial and mixed-use developments. We operate a ‘one team’ approach to our projects and the right candidates will thrive on the challenges of the many and varied projects we have across North Yorkshire, Cumbria and other areas. Your strong technical skills and experience will mean you are comfortable delivering schemes for both private and public sector clients. These, combined with excellent written/  verbal communication and strong interpersonal skills are essential to participating in both design team and client environments. For both posts a full UK driving licence will be required. We offer competitive benefits, working in a busy, professional andsalaries friendlyand office.

Your Yo ur responsibilities and experience will include: • • • • •

Providing technical support to the multi-discipline team The production production of infrastructure design packages Dealing with Planning requirements, requirements, Section 38, 104, and 278 works works Visiting sites to attend meetings, carry out out inspections and surveys. surveys. Controlling and monitoring budgets and programmes programmes for the civils/  infrastructure elements of work • Competent user of design and Microsoft Microsoft Office software • Excellent literacy and numeracy numeracy skills.

Structural Engineer As a Chartered Engineer or an Engineer working toward Chartered status you will have several years experience experience of designing and detailing structural engineering schemes from feasibility through to completion. Your Yo ur responsibilities and experience will include: • Structural design & specification using a range range of software software including AutoCAD, Tekla & NBS. • Producing specifications specifications using NBS software and other documentation. • Visiting sites to attend meetings, carry out out inspections and surveys. surveys. • Producing technical reports. • Excellent analytical and problem solving solving ability. ability. • Sound knowledge of all structural materials including, steelwork, steelwork, reinforced reinforc ed concrete, masonry and timber for drawing, detailing and design purposes to current British and European Standards. • Excellent literacy and numeracy skills.

Further details for these posts and how to apply are available on the websites of both the IStructE and Align Property Partners.

 

Recruitment

Telephone: +44 (0)20 (0)20 7880 6235

Email: tsejobs@redactive [email protected] .co.uk k

Chartered (or near) Structural Engineer South London London Ref: 51625 51625 Up to £55,000 + Benefits

knowledge based recruitment in structural engineering

HERNE HILL VELODROME  W 

Large niche international consultancy has a requirement for a Chartered (or near) Structural Engineer to join its niche London studio as it expands. Candidates will need to be a Chartered (or near) member of IStructE and/or ICE and must have good design and project-running skills gained working on complex high-pro󿬁le projects and they will be currently working for another

TIFFANY GALLERY GLASS STAIRCASE

niche London consultancy

consultancy Associate Structural Engineer

Senior Structural Design Engineer

Central London Ref : 51644 Up to £60,000 + Benefits

Central London London Ref: 51642 51642 Up to £50,000 + Benefits

Large premier international consultancy has Large premier international consultancy has HEYNE TILLET STEEL GL&SS a requirement for an Associate-level Structural a requirement for a Senior Structural Design Engineer to join one of its teams as it continues Engineer to join the Central London studio as it to expand the London multi-discipline hub. continues to expand. Candidates will need to be Structural Revit Associate Candidates will need to be Chartered with a Graduate member of IStructE and /or ICE, Technician Designate IStructE (prefer) and/or ICE and must have be educated to MEng/MSc-level (2:1 min) gained good design, project and teamfrom a top 20 UK university and will Central London London Ref: 51615 Central London Ref: 51645 running skills in another designhave gained good designs in large Up to £40,000 + Benefits Up to £57,500 + Benefits focused premier or niche London new-build construction working Large premier consultancy has a requirement Niche design-focused consultancy consultancy environment. with premier architects. for a Structural Revit Technician to join one of has a requirement for a Chartered Senior its teams as it continues to grow its London studio. Structural Engineer/Associate Engineer/Associate Designate to join STEVE JOBS THEATER PAVILION SELFRIDGES DUKE STREET Candidates will need to have a minimum of 3 the expanding London studio. Candidates will years’ Autodesk Revit Structurewith software working knowledge combined good coordination and communication skills gained working on large new-build developments with another premier UK consultancy.

 W 

need to be Chartered with IStructEdesign and/or ICE, be highly skilled in structural and project-running and be looking to step-up their career with an award-winning young brand establishing its hierarchy.

168 UPPER STREET

2No Structural Design Engineers Central London Ref: 51634-35 Up to £37,500 + Benefits Premier design-focused consultancy EXPEDITION has a requirement for 2No Structural Design Engineers to join different teams as it continues to expand. Candidates will need to be a Graduate Civil Infrastructure Associate/ member of IStructE and/or ICE, be educated Engineers Associate Director to MEng/MSc-level (2:1 min) and will have gained excellent designs skills  Across London London & South South East Central London Ref : 51611 in new-build and/or refurbishment Up to £65,000 + Benefits Up to £70,000 + Benefits sectors and be passionate  We currently have approx. 20 vacancies Premier niche consultancy has a about sustainability. for Civil Infrastructure Engineers from Design requirement for an Associate or AssociateEngineer level up to Associate-level across London Director level Structural Engineer to join the HAITI CHAPEL and the South East. Candidates will need to be expanding London studio. Candidates will need a Graduate or Chartered member of ICE and to be Chartered with IStructE (prefer) and/or  W  must have gained a minimum of 2 years’ ICE and must have extensive structural civil infrastruct infrastructure ure design experience experience.. engineering design, project and team At more senior senior level they they should be running experience gained working highly-skilled at design, project at another premier or niche and team-running. London consultancy. ECKERSLEY O’CALLAGHAN

STRUCTURAL AWARDS

WINNERS 2018

 Walker Dendle Technical Recruitment, for the 7th year, sponsored one of the Structural  Awards in 2018 by IStructE IStructE and this this year we chose to sponsor the award for “Construction Innovation” won by  Atelier One. We We are keen to continue

 Walker Dendle Technical Recruitment would like to congratulate Eckersley O’Callaghan,, Heyne Tillett Steel and O’Callaghan Webb Yates on their winning projects featured with a W in their categories at the Structural Awards 2018 in November 2018.

to offer our support to the industry through this continued sponsorship.

Structural Awards  Awards2018 www.structuralawards.org

WEBB YATES ENGINEERS

24 Greville Street Farringdon London EC1N 8SS

For the 11th year, we had a table for the night with guests from Atkins, Engenuiti, Expedition, Ellis + Moore, Fairhurst, Jensen Hunt, Momentum, Milk Structure Structures s & Pell Frischmann.

 

WALSH

WEBB YATES ENGINEERS SUNSET DREAM CATCHER – ECHELMAN SCULPTURE

SOM

T 020 3457 0797 E [email protected]

uualker alkerdendle dendle.co.uk .co.uk

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At the back And finally...

thestructuralengineer.org

 And finally... finally...

The place to test your knowledge and problem-solving ability. If you would like to submit a quiz or problem, contact [email protected]

This month’s contribution Corradi frame. The answer can be from foundMarco on page 43. MIStructE concerns shear forces in a steel

Question A steel frame is loaded with a triangular distributed load (wind load) and a point load. Which of the shear force diagrams (A–D) (A–D)   correctly describes the structural response to this loading?

A

B

C

D

Submit yourfrom problem for consideration tocatalogue. [email protected].. The author of each published problem will receive a single e-book of [email protected] their choice the Institution’s current

Enter a sketch in the next competition – deadline 2 April 2019

58

The Drawing Board is The Structural Engineer’s  quarterly  quarterly sketching competition,

Sketches must be: • hand drawn (no CAD, except for ‘guided freehand’) • from a real project (i.e. not drawn for the competition) • at a suitable scale for publication (i.e. not too

 judged byofRon Slade FIStructE WSP | Parsons Brinckerhoff.

intricate/detailed). Please also submit a short description (150 words) to put the sketch into context.

January 2019 | TheStructuralEngineer

To take part, submit your entries to: [email protected] Each published entry will receive a free single e-book from the Institution’s current list of titles. Background sketch by Kevin Lyons (Lyons O’Neill) 

 

Structural-Safety works with the professions, industry and government on safety matters concerned with the design, construction and use of building and civil engineering structures.  

We provide an impartial expert resource to share and to learn from the experiences of others.

You can participate by reporting concerns, in con󿬁dence, You con󿬁dence, to the website. Reports are anonymous and de-identi󿬁ed before being published. Reports can also lead to  Alerts  which in󿬂uence the safety of existing and new structures. Visit the website to register for Newsletters  and Alerts  and to view the database of reports.  

www.structural-safety.org CROSS  Con󿬁dential

reporting on structural safety | 

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