Modernisation, Mechanisation and Industrialisation of Concrete Structures E-Book
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- Herausgeber: John Wiley & Sons
- Kategorie: Fachliteratur
- Sprache: Englisch
Modernisation, Mechanisation and Industrialisation of Concrete Structures discusses the manufacture of high quality prefabricated concrete construction components, and how that can be achieved through the application of developments in concrete technology, information modelling and best practice in design and manufacturing techniques.
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Veröffentlichungsjahr: 2017
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Table of Contents
Cover
Title Page
Copyright
About the Editors
Kim Stephen Elliott, Precast Consultant, Derbyshire, UK
Zuhairi Abd Hamid, Construction Research Institute of Malaysia (CREAM), Kuala Lumpur, Malaysia
Notes on Contributors
Ahmad Hazim Abdul Rahim, Construction Research Institute of Malaysia (CREAM), Kuala Lumpur, Malaysia
Foo Chee Hung, Construction Research Institute of Malaysia (CREAM), Kuala Lumpur, Malaysia
Gan Hock Beng, G&A Architect
Susanne Schachinger, Precast Software Engineering, Wals-Siezenheim, Austria
Thomas Leopoldseder, Precast Software Engineering, Wals-Siezenheim, Austria
Robert Neubauer, SAA Software Engineering GmbH, Austria
Gerhard Girmscheid, ETH, Swiss Federal Institute of Technology, Zurich, Switzerland
Julia Selberherr, ETH, Swiss Federal Institute of Technology, Zurich, Switzerland
Preface
Part 1: Modernisation of Precast Concrete Structures
Chapter 1: Historical and Chronological Development of Precast Concrete Structures
1.1 The five periods of development and optimisation
1.2 Developing years and the standardisation period
1.3 Optimisation and the lightweight period
1.4 The thermal mass period
References
Chapter 2: Industrial Building Systems (IBS) Project Implementation
2.1 Introduction
2.2 Routes to IBS procurement
2.3 Precast concrete IBS solution to seven-storey skeletal frame
2.4 Manufacture of precast concrete components and ancillaries
2.5 Minimum project sizes and component efficiency for IBS
2.6 Design implications in construction matters
2.7 Conclusions
References
Chapter 3: Best Practice and Lessons Learned in IBS Design, Detailing and Construction
3.1 Increasing off-site fabrication
3.2 Standardisation
3.3 Self-compacting concrete for precast components
3.4 Recycled precast concrete
3.5 Building services
3.6 Conclusions
References
Chapter 4: Research and Development Towards the Optimisation of Precast Concrete Structures
4.1 The research effort on precast concrete framed structures
4.2 Precast frame connections
4.3 Studies on structural integrity of precast frames and connections
References
Part 2: Mechanisation and Automation of the Production of Concrete Elements
Chapter 5: Building Information Modelling (BIM) and Software for the Design and Detailing of Precast Structures
5.1 Building information modelling (BIM)
5.2 Technologies
5.3 BIM in precast construction
5.4 Summary
References
Chapter 6: Mechanisation and Automation in Concrete Production
6.1 Development of industrialization and automation in the concrete prefabrication industry
6.2 CAD-CAM BIM from Industry 2.0 to 4.0
6.3 Automation methods
6.4 Integrated and automated prefabricated production process
6.5 Limits of automation
6.6 Summary and outlook
Part 3: Industrialisation of Concrete Structures
Chapter 7: Lean Construction – Industrialisation of On-site Production Processes: Part 1. Construction Production Process Planning
7.1 Work process planning (WPP)
7.2 Construction production process planning procedure
7.3 Work process planning (WPP) – work execution estimation
7.4 Work process planning (WPP) – planning the processes and construction methods
7.5 Planning the execution process
7.6 Procedure for selecting construction methods and processes
7.7 Conclusions to Chapter 7
References
Chapter 8: Lean Construction – Industrialisation of On-site Production Processes: Part 2. Planning and Execution of Construction Processes
8.1 Introduction – top-down / bottom-up work planning scheduling and resource planning
8.2 Scheduling and resource planning
8.3 Site Logistics
8.4 Weekly work plans
8.5 Construction site controlling process
8.6 CIP – the continuous improvement process
8.7 Conclusions
References
Chapter 9: New Cooperative Business Model – Industrialization of Off-Site Production: An Interdisciplinary Cooperation Network for the Optimization of Sustainable Life Cycle Buildings
9.1 Introduction
9.2 Objectives of the new business model
9.3 Modelling
9.4 Conclusion
References
Chapter 10: Retrospective View and Future Initiatives in Industrialised Building Systems (IBS) and Modernisation, Mechanisation and Industrialisation (MMI)
10.1 Industrialisation of the construction industry
10.2 Overview on global housing prefabrication
10.3 Housing prefabrication in Malaysia – the industrialisation building system (IBS)
10.4 Social acceptability of IBS in relation to housing
10.5 IBS in future – opportunity for wider IBS adoption
10.6 Conclusion
References
Chapter 11: Affordable and Quality Housing Through Mechanization, Modernization and Mass Customisation
11.1 Introduction
11.2 Design for flexibility – insight from the vernacular architecture
11.3 Scope of flexibility in residential housing
11.4 Divergent Dwelling Design (D3) – proposed mass housing system for today and tomorrow
11.5 Design principles of D3
11.6 Conclusion
References
Index
End User License Agreement
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Guide
cover
Table of Contents
Preface
Part 1: Modernisation of Precast Concrete Structures
Begin Reading
List of Illustrations
Chapter 1: Historical and Chronological Development of Precast Concrete Structures
Figure 1.1 Weaver's Mill, Swansea. The first precast concrete skeletal frame in the United Kingdom, constructed in 1897–1898 (Courtesy Swansea City Archives).
Figure 1.2 Wall panel and hollow core floor slabs used in residential buildings of the 1950s being demolished in 2002.
Figure 1.3 Example of the National Building Frame, comprising modular spandrel beams, columns and slabs.
Figure 1.4 The Big Apple retail and car park near Helsinki, Finland. Sixteeen m long × 400 mm deep prestressed hollow core floors are supported on prefabricated inverted-tee steel beams, minimizing the structural depth.
Figure 1.5 Fabric energy storage at the Jubilee Library, Brighton (courtesy of Bennetts Associates Architects, London).
Figure 1.6 Modular design of the predalles enabled rapid manufacture at the Jubilee Library, Brighton (courtesy of Bennetts Associates Architects, London).
Figure 1.7 Precast skeletal frame comprising of long-span lightweight floors, beams with hidden connections, and narrow columns braced using precast shear walls.
Figure 1.8 Precast skeletal sway frame using semi-rigid beam columns connections to provide stability up to 10 storeys. (Note that the imposed wind pressure is quite low in countries where this form of stability is used.) (University of Recife, courtesy of T&A, Recife, Brazil).
Figure 1.9 Precast wall frame under construction for student or teacher accommodation, in Kuala Lumpur, Malaysia.
Figure 1.10 Wall frame for residential and commercial use in Sydney, Australia.
Figure 1.11 Precast portal frame (courtesy David Fernandez-Ordoñez, Escuela Técnica Superior de Ingeniería Civil, Madrid).
Figure 1.12 Hybrid construction using precast spandrel beams and hollow core slabs, supported by
insitu
concrete columns in the VNO Building, Netherlands (courtesy of Corsmit Consulting Engineers, Netherlands).
Figure 1.15 Load-bearing prefabricated masonry columns, supporting arched precast concrete floor slabs, together with a steel roof, combine to create a mixed structure at Inland Revenue, Nottingham, UK.
Figure 1.16 Timing of key off-site fabrication (OSF) decisions to maximise project benefits (Gibb, 1999).
Figure 1.14 Mixed construction using precast concrete and timber, both indigenous materials to the local construction industry in Norway (courtesy of Spenncon, Norway).
Figure 1.17 Thirty-six-storey precast skeletal tower buildings in Belgium (North Galaxy, Brussels, courtesy of Ergon, Belgium).
Figure 1.18 Sixteen-storey and an elliptical shape to this precast skeletal frame in Belgium (Central Plaza, Brussels, courtesy of Ergon, Belgium).
Figure 1.19 Self-compacting concrete used for stadium terraces, have clean, sharp lines of precision (Bison Manufacturing Ltd., UK).
Figure 1.20 The “envelope system” of load-bearing facades and long-span single-bay floor slabs (courtesy of Van Acker, Belgium)
Figure 1.21 “Split-skin” frame concepts involve different structural and architectural storey heights (courtesy of Strängbetong, Sweden).
Figure 1.22 16 m span hollow core floor units × 7.2 m span spine beams creates six parking spaces and the driveway per column.
Figure 1.23 Approximate compressive strength (left ordinate) used in the precast industry since 1950s, and the corresponding axial load capacity of a 300 × 300 mm reinforced concrete column (right ordinate).
Figure 1.24 Typical and approximate maximum heights for precast concrete skeletal and wall frames since 1920s.
Figure 1.25 Strijkijzer building on completion (courtesy of J Vambersky, Netherlands).
Figure 1.26 Deep nib shear key used to stabilise the Strijkijzer building.
Figure 1.27 Approximate span-to-depth ratios with some key designs for precast concrete floors and beams since 1950s.
Figure 1.28 Wide inverted-tee beams with top rebars to resist the compression on the temporary stage. After hollow core floor units are concreted into the top of the beam, the beam is composite and continuous at the supports, leading to a span=depth ratio of about 35. (courtesy of APE, Spa, Italy).
Figure 1.29 Large span-depth ratio in beams achieved using semi-rigid beam-column connections at internal columns. The reduction in mid-span bending may be around 200 kNm, enabling a reduction of 150–200 mm in the depth of the beam.
Figure 1.30 Public frame school building in Malaysia first designed in 1950s is still constructed today in both cast
insitu
and precast concrete.
Figure 1.31 National Building Frame in UK. Highbury Technical College (now Highbury College) Portsmouth, opened in September 1963 (courtesy of National Building Frame Manufacturers Association, London (now defunct)).
Figure 1.32 National Building Frame components and details (courtesy of National Building Frame Manufacturers Association, London (now defunct)).
Figure 1.33 Arlington Court. Sand-blasted precast concrete spandrel beams and columns all derived from standard products (Reed Baines Photographer, Nottingham, UK, now defunct).
Figure 1.34 Examples of past and present use of exposed precast concrete. Vauxhall Bridge, London.
Figure 1.35 Exposed concrete columns, beams and roof units in reconstructed stone at Paddington Station, UK.
Figure 1.36 High-rise modular buildings in Wembley, London. (Courtesy of FutureForm Modular Ltd, West Sussex, UK.)
Figure 1.37 Relationships between natural frequency, floor mass and span for prestressed hollow core floor units.
Figure 1.38 Alternative floor plans based on the
orientation rule
of floor and beam span directions.
Figure 1.39 Power floating a structural topping on hollow core slabs in order to minimize further dead weight due to additional finishes.
Figure 1.40 Double-tee floor unit with solid ends designed for continuous spans with a structural topping.
Figure 1.41 Imposed uniformly distributed load versus span for continuous (propped) and continuous-composite slabs, and composite and non-composite simply supported hollow core floor slabs.
Figure 1.42 Imposed uniformly distributed beam load versus span for continuous (propped) and continuous-composite beams, and composite and non-composite simply supported inverted-tee beams.
Figure 1.43 Design moments and resistances for continuous and composite inverted-tee beam (in Figure 1.41), propped at mid-span. The kink at A is due to the different loading patterns for maximum and zero live load is alternate spans. The effect of the prop at mid-span is visible at B.
Figure 1.44 Passage of air through the extruded cores in precast hollow core floor slabs. (Courtesy of TermoDeck®.)
Figure 1.45 External elevation of prefabricated offices at Inland Revenue, Nottingham, UK, including precast columns in masonry, precast head stones, precast vaulted floor units, together with a steel roof.
Figure 1.46 Stabilising effect of thermal mass on internal building temperature (after De Saulles, 2006).
Figure 1.47 General arrangement of precast concrete floor slabs and walls in the calculation of U values for construction.
Figure 1.48 Notation for contact ground slab, and suspended ground and upper floors. (Adapted from ISO 6946 (2007) and ISO 13370 (2007).)
Figure 1.49 Idealised cross-section through hollow core floor unit (see Figure 2.20 for actual profile).
Chapter 2: Industrial Building Systems (IBS) Project Implementation
Figure 2.1 (a) High quality of precast, self-compacting concrete staircases and landings; (b) Quality issues with cast
insitu
staircases.
Figure 2.2 Reclaiming mixing and waste water for reintroduction into precast concrete components.
Figure 2.3 Case study skeletal frame at Ellipse building, Brussels. (Courtesy of Ergon Belgium.)
Figure 2.5 Case study structural drawing for cross-sectional elevation at internal beams at North Galaxy, Brussels (Figure 1.17). (Courtesy of Ergon, Belgium.)
Figure 2.4 (a) Case study CAD-generated scheme layout for Covent Garden, Brussels, indicating the precast solution with cast
insitu
cores and precast columns beam and floors (adapted courtesy of Ergon, Belgium); (b) Case study structural CAD drawing for the scheme in Figure 2.5. (Courtesy of Ergon, Belgium.)
Figure 2.6 Poor design, detailing and execution of precast components and connections.
Figure 2.7 (a) Extract from schedule of 400 mm deep hollow core floor units (courtesy of Creagh Concrete, N. Ireland). Showing 5 no. unit ref. 201 × 15025 mm length × 1200 mm width, with 5 × 4 no. 20 no. open cores (OC) and 20 no. lifters (Lft). Pretensioning uses 7 no. × 9.3 mm plus 7 no. × 12.5 mm diameter helical strands in the bottom and 4 no. 5 mm wires (called strand in the schedule) in the top. The positions and cover to the strands and wires would be given in standard drawings elsewhere; (b) Manufacturing drawing for ref 201 hollow core floor unit scheduled in Figure 2.9. (courtesy of Creagh Concrete, N. Ireland). The unit has 6 cores of which the second and fifth cores cut open in the factory for a distance of 600 mm. The reason the lifting points are not symmetrical is to enable to unit to tilt during erection allowing one end to touch down just before the other end.
Figure 2.9 Example of design procedures to Eurocode for reinforced concrete beam.
Figure 2.8 Example of design procedures to Eurocode for prestressed hollow core floor unit for serviceability and ultimate moment of resistance.
Figure 2.10 Steel trimmer angles around large voids in hollow core slabs.
Figure 2.11 (a) Portion of precast frame and floor layout drawing. (Courtesy of Creagh Concrete, N. Ireland.); (b) CAD detailing of cross-section A-A through perimeter spandrel beam. (Courtesy of Creagh Concrete, N. Ireland.); (c) CAD detailing of cross-section B-B through internal inverted-tee beam. (Courtesy of Creagh Concrete, N. Ireland.)
Figure 2.12 (a) Component schedule for spandrel beam: half-elevation shown for clarity. (Courtesy of Creagh Concrete, N. Ireland.); (b) Component schedule for spandrel beam: cross-sections. (Courtesy of Creagh Concrete, N. Ireland.)
Figure 2.13 Model prototype building used in the case study.
Figure 2.14 (a) Plan for scheme layout; (b) Cross-section elevation for scheme layout.
Figure 2.15 (a) Proposed precast concrete frame and floor layout; (b) Proposed cross-section and positions of columns.
Figure 2.16 (a) General layout of works for precast production; (b) Circulation table-top formwork pallet plant within Figure 2.43.
Figure 2.17 Manual production of precast beams using SCC.
Figure 2.18 Timber mould for bespoke units and cladding panels.
Figure 2.19 Mould efficiency versus piece-mark ratio.
Figure 2.43 Panels transfer to a tunnel for curing.
Figure 2.20 Prestressed hollow core slabs in stockyard.
Figure 2.21 Slip-forming of hollow core slabs using
Prensoland
machine.
Figure 2.22 Prestressed concrete hollow core unit produced by extrusion.
Figure 2.23 Echo Precast Engineering X-liner machine for the extrusion of hollow core slabs (Courtesy of Echo Precast Engineering NV, Belgium)
Figure 2.24 Production of hollow core floor unit showing pooling of water in front of the machine, and guides to control the cover to the strands.
Figure 2.28 Variations in depth of hcu (Elliott & Jolly, 2013).
Figure 2.26 Automation of slab-cutting lines, service holes, and so on.
Figure 2.27 Lifting hollow core units from the bed and into the stockyard.
Figure 2.29 Load versus span graph for 200 and 400 mm depth psc hollow core units and reinforced concrete ribbed slabs of equal depth and reinforcement quantity designed to Eurocode EC2. Floor finishes = 1.5 kN/m
2
. The r.c. is mostly ultimate bending controlled, except where shown for imposed load < 6 kN/m
2
. The hcu service stress controlled with internal exposure.
Figure 2.30 Reinforced hollow core slabs in stockyard.
Figure 2.31 Mandrels to form the five cores are slid into place.
Figure 2.32 Two passes of the concrete every three minutes.
Figure 2.33 Hollow core slab released from mould onto curing plate.
Figure 2.34 Reinforced hollow core slab in heated drying and curing bays.
Figure 2.35 Concrete “train” used for casting double-tee floor units.
Figure 2.36 Laying carbon fibre into the top flange of double-tee units. (Courtesy of AltusGroup, Inc.)
Figure 2.37 Electrical back boxes for switches are fixed accurately with magnets. (Courtesy Unitechnik.)
Figure 2.38 Formwork robot with quadruple external gripper. (Courtesy of Unitechnik.)
Figure 2.39 Laser projections for the arrangement of electrical boxes. (Courtesy of CPI International, 2008.)
Figure 2.40 Rack system for curing of concrete panels. (Courtesy of Vollert Anlagenbau.)
Figure 2.41 Insert robot positions a recess body. (Courtesy of Unitechnik.)
Figure 2.42 Overhead laser guides the positioning of formwork.
Figure 2.45 Completed panels awaiting transportation to site.
Figure 2.44 Tilting table allows vertical circulation of table forms.
Figure 2.46 Dual bending heads and drives give higher production rates. (Courtesy of CPI International, 2007.)
Figure 2.47 Graphical presentation of data in Table 2.2.
Chapter 3: Best Practice and Lessons Learned in IBS Design, Detailing and Construction
Figure 3.1 Student accommodation at University of West of England, UK, 2009. (Courtesy of Buchan, UK.)
Figure 3.2 Precast concrete skeletal frame and hollow core flooring used in a 500,000 m
2
retail park near Rome.
Figure 3.3 Prestressed concrete hollow core slabs are 400 mm deep, span 16 m and weigh just 5.2 kN/m
2
(compared to 10 kN/m
2
for a solid slab of the same depth), spanning onto 7.2 m long beams. Floors by Bison Concrete Products and beam and column frame by Buchan Concrete, 2007.
Figure 3.4 Imposed floor load versus span data for the depth of composite hollow core units (hcu) and composite double-tee slabs (DT). Total depth = precast plus 85 mm, allowing for 10 mm extra thickening due to the camber of the prestressed units.
Figure 3.5 Imposed floor load versus span-depth ratio data for a range of prestressed concrete floors, and beam-and-block floors, showing the efficiency of shallower prestressed concrete alone compared to composite slabs of the same total depth or deeper units.
Figure 3.6 Granite aggregates polished into spandrel beams and columns to reflect the sunshine at No. 1, Spring Street, Melbourne, Australia.
Figure 3.7 Asticus Building, London, 2010. Precast beam cruciforms form the exterior structure and architectural finish. (Courtesy of John Wiley.)
Figure 3.8 Architectural precast beams and columns, with an integrated structural façade, known as “hard-wall”, Portland Building, University of Nottingham, 2003.
Figure 3.9 Five-storey columns in finished concrete contain steel connectors to receive the cast-in box connector in the structural beams.
Figure 3.10 Integrated structural beams are formed together with the insulated wall panel.
Figure 3.11 Precast concrete terraces and hollow core floors used in steel-framed sports stadiums.
Figure 3.12 Standardised hollow core units in widths of 1200 mm generally (also 400, 600, 2400) and depths from 150 to 500 mm in 50 mm increments.
Figure 3.14 Precast soffit part of composite plank floor of depths 60-100 mm. The spaces between the girders may contain polystyrene blocks or similar for weight saving. Lightweight aggregate concrete is often used for the topping.
Figure 3.15 Standardisation of beams is typically on a 50 mm module, but is less restrictive as timber or steel moulds can easily be adjusted.
Figure 3.16 Standardisation of columns is also based on a 50 mm increment, but for the same reasons can be varied.
Figure 3.17 Floor slabs spanning parallel with the façade where the edge beams do not support them. (Courtesy of T&A, Recife, Brazil.)
Figure 3.18 Internal beams supporting hollow core floor slabs that are spanning in different directions near to a central atrium.
Figure 3.19 Avoiding additional work and respecting modular units. (a) the wall is positioned on the same column grid line causing difficulties in cutting floor units; (b) moving the wall and leaving gaps for tolerances.
Figure 3.20 The accuracy of precast concrete edge walls manufactured using grade C40 self-compacting concrete is reflected in the man's image, less than 2 mm undulations in a 3 m length.
Figure 3.21 Excessive mould oil in a dished surface lead to some discolouration on an otherwise pale white-grey surface.
Figure 3.22 Defective hollow core units are rejected for recycling, in this case due to over dosing of an admixture ostensibly to enhance the workability of the concrete in the slip-forming machine.
Figure 3.23 Scrap hollow core units are crushed and the coarse (without fines) aggregate reintroduced in the same product.
Figure 3.24 Recycling hollow core slabs as RCA using jaw or cone crushers to give the best shape and texture to the RCA. (Courtesy of Bison Manufacturing, UK.)
Figure 3.25 Stage 2 processing into sizes, typically 14, 10 and 4 mm. (Courtesy of Bison Manufacturing, UK.)
Figure 3.26 Precast concrete shear core box complete with openings and doors, and can facilitate internal fixings for services. (Courtesy of Waycon, UK.)
Figure 3.27 Rainwater pipe duct in a precast column.
Figure 3.28 Air conditioning and other facilities are carried into the hollow cores of the floor slabs. (Courtesy of TermoDeck®.)
Figure 3.29 Hollow core units with conduits through the depth and width of the section.
Chapter 4: Research and Development Towards the Optimisation of Precast Concrete Structures
Figure 4.1 Horizontal load testing of precast concrete diaphragm floors in a half-scale skeletal structure at University of California, San Diego's Englekirk Engineering Centre in February 2008. (Courtesy of Prof José I. Restrepo, University of California, San Diego, USA.)
Figure 4.2 Five-storey precast beam and column sway frame under seismic load test. (Courtesy of John Stanton, University of Washington, Seattle, USA.)
Figure 4.3 Beam-column connections used in the PRESSS project.
Figure 4.4 Shallow steel plated “Delta” beam is designed compositely at the service limit state with prestressed hollow core floor slabs. (Courtesy of Peikko.)
Figure 4.5 Shallow-floor construction where the slab is recessed into the same depth as the webs of steel beams.
Figure 4.6 1000 mm deep hollow core floor slab by Nordimpiani, Italy (Sao Paulo Concrete Exhibition, 2014).
Figure 4.7 (a) Stress components in web of hcu (after Pajari, 1998); (b) Deformations in hcu on flexible bearing beams (after Pajari, 1998); (c) Testing hollow core slabs on flexible beams at VTT, Helsinki, Finland; (d) Composite beam model showing effective breadth of beam and hcu (after Pajari, 1998).
Figure 4.8 Continuity of negative moment is achieved by placing rebars in the top of opened cores in hcu for a distance of about 1.5 m either side of the supporting beam (Sporting Lisbon soccer stadium, Portugal).
Figure 4.9 Precast prestressed concrete hollow core floor diaphragm subjected to cyclic horizontal loading (University of Nottingham, UK).
Figure 4.10 Cast
insitu
infill mortar (with small rounded aggregate) between hollow core units, showing shrinkage cracks up to 1 mm wide.
Figure 4.11 Bending and shear cracks due to negative bending moments in precast concrete beam-column connection (at CREAM laboratory, Kuala Lumpur, Malaysia).
Figure 4.12 Definition of moment versus rotation parameters for connections.
Figure 4.13 Moment versus rotation data for double-sided beam to continuous column connections using steel billet and welded plate (♦ symbols) connectors (Elliott & Jolly, 2013).
Figure 4.14 Classification system for pinned, semi-rigid and fully rigid beam-to-column connections, after the work of Ferriera (Elliott & Jolly, 2013).
Figure 4.15 Values for effective and anchorage development lengths of negative moment reinforcement. (a) Effective length l
e
(b) development length l
p
.
Figure 4.16 (a) Steel billet RHS cast in the column showing bar fracture at ultimate capacity at top of beam (BIC tested at CREAM laboratory in Malaysia); (b) Concrete corbel (BHC tested at CREAM laboratory in Malaysia); (c) Steel insert RHS is cast in the beam (SIB tested at CREAM laboratory in Malaysia).
Figure 4.17 (a) Moment-rotation (M − θ) graph for steel billet in the column BIC; (b) Moment-rotation (M − θ) graph for concrete corbel BHC; (c) Moment-rotation (M − θ) graph for steel inert in the beam SIB.
Figure 4.18 (a) Definitions for ground floor sub-sway frame; (b) Variation on column effective length factors in ground floor sub-frame with semi-rigid connections at first floor based on EC2-1-1 (EC, 2002).
Figure 4.19 Hollow core slab continuity tests by Engstrom (Courtesy Chalmers University, Sweden).
Figure 4.20 Possible scenario of the structural behaviour of a precast frame structure after sudden column loss due to accidental actions (Courtesy of Fédération Internationale du Béton [
fib
]).
Chapter 6: Mechanisation and Automation in Concrete Production
Figure 6.1 An early pallet circulation system for precast concrete wall panels.
Figure 6.2 First shuttering-machine within a pallet-rotation plant.
Figure 6.3 Old tilting table.
Figure 6.4 Modern tilting table plant.
Figure 6.5 Flapping pallet for double-wall production.
Figure 6.6 Floor production on long bed with cross shuttering.
Figure 6.7 Prestressed floor production on long bed with plotting device.
Figure 6.8 Hollow core slab production (using Elematic extrusion method).
Figure 6.9 Part of the first circulation plant with semi-automatic plotting machine.
Figure 6.10 Curing chamber with rack crane.
Figure 6.11 MFA with pallet-turning device.
Figure 6.12 Vacuum element-turning device.
Figure 6.13 MRP machine.
Figure 6.14 Highly automated plant in 2013.
Figure 6.15 Schematic structure of Industry 3.0 integrated CAD-CAM structure.
Figure 6.16 Modern integrated CIM precast production.
Figure 6.17 BIM Integration for automatic prefabrication concrete plants.
Figure 6.18 Industry 2.0 to 4.0 (Courtesy RIB AG).
Figure 6.19 DXF drawing with layer structure suitable for primitive CAM startup.
Figure 6.20 Modern virtual 3D-precast elements for automation. (Courtesy Precast Software Engineering GmbH.)
Figure 6.21 Characteristic of edges for double wall and sandwich wall.
Figure 6.22 Flexible formwork for sandwich walls.
Figure 6.23 Bent, tailor-made mesh from the automatic mesh welding plant.
Figure 6.24 Pfeifer FS box wall connector system. (Courtesy Pfeifer Seil- und Hebetechnik GmbH.)
Figure 6.25 Schöck Isokorb® Type KXT as an example for thermo-insulating structural connection. (Courtesy Schöck Bauteile GmbH.)
Figure 6.26 Kaiser HaloX P for lamp mounting including transformer tunnel.
Figure 6.27 i-PBS enterprise suite, engineering modules.
Figure 6.28 i-PBS enterprise suite, integration of data.
Figure 6.29 i-PBS enterprise suite, utilization planning overview.
Figure 6.30 SAA-automation pyramid with CAD and ERP details.
Figure 6.31 “Master computer system” connecting the production.
Figure 6.32 Palette nesting system of IPS-LEIT2000 (SAA-MES).
Figure 6.33 Sample of modern pallet circulation plant. (Courtesy Sommer Anlagentechnik GmbH.)
Figure 6.34 Cleaning the pallet.
Figure 6.35 Prestressed long-bed production for floors, with moving machines.
Figure 6.36 Hollow core production lines.
Figure 6.37 SPP (shuttle processing plant). (Courtesy Sommer Anlagentechnik.)
Figure 6.38 Shutter-cleaning device.
Figure 6.39 MRP-machine – cleaning, plotting and X-shuttering. (Courtesy Weckenmann.)
Figure 6.40 Special Sommer RES-machine for long-bed production.
Figure 6.41 Sommer MFSR multi-functional shuttering robot.
Figure 6.42 Handling the shutter module system, with forms for connecting grooves (Courtesy Sommer Anlagentechnik).
Figure 6.43 Scanning the pallet for shutter identification and image processing.
Figure 6.44 De-shuttering robot.
Figure 6.45 Plotting lines to mount electrical connector box and additional formwork.
Figure 6.46 Laser projection at the tables.
Figure 6.47 Mounting magnets in matrix magazine for supporting screw holes, set by shuttering robot.
Figure 6.48 Rebar cutting and bending machine.
Figure 6.49 Automatic reinforcement machine with robot.
Figure 6.50 Automatic lattice girder welding and cutting.
Figure 6.51 Automatic mesh welding plant with mesh crane.
Figure 6.52 Automatic batching plant for prefabricated concrete.
Figure 6.53 Flying bucket system for concrete delivery to the casting machine.
Figure 6.54 Flap concrete spreader.
Figure 6.55 Concrete spreader with augers.
Figure 6.56 Belt-casting machine.
Figure 6.57 Extruder for hollow core slab production.
Figure 6.58 Double wall.
Figure 6.59 Vacuum-turning device with fixed first shell elements over the second shell pallet, just before joining.
Figure 6.60 Pallet-turning device with fixed first shell pallet over the second shell pallet.
Figure 6.61 (a) Screeding device mounted on an automatic casting machine; (b) Independent screeding device.
Figure 6.62 Roller smoothening machine.
Figure 6.63 Semi-automatic trowelling machine with “helicopter” paddles.
Figure 6.64 Curing chamber with sectional doors and rack-lifting device.
Figure 6.65 Curing chamber with stacking and stacking crane.
Figure 6.66 Automatic strand-cutting device for long-bed production.
Figure 6.67 Stand-alone insulation cutting and joining machine. (Courtesy Sommer Anlagentechnik, Germany.)
Figure 6.68 Sommer IPAR-system mounting insulation and wall connectors.
Figure 6.69 Sandwich element with tiles on the outside surface.
Figure 6.70 (a) Robot is placing tiles into the grid of joint filler; (b) Element surface with surface tiles applied with JFI method.
Figure 6.71 Sample pieces for form liner surfaces.
Figure 6.72 Automatic form liner storage system.
Figure 6.73 Beautiful concrete element with polished picture concrete.
Figure 6.74 Grinding and polishing machine in a large production hall.
Figure 6.75 Tilting appliance in pallet system and lift-off crane.
Figure 6.76 (a) Inloader cages: needs special trucks, but easy to load/unload; (b) Transport stack, consider last-in-first-out at the site; (c) A-frame, consider last-in-first-out at the site; (d) U-frame, flexible loading and unloading.
Figure 6.77 Automatic high rack stockyard system with automatic loading bays.
Figure 6.78 Structure of c. 1987 CAD-CAM production.
Figure 6.79 Modern integration structure of prefabrication plant.
Figure 6.80 RIB SAA mobile app for the concrete prefabrication industry.
Figure 6.81 Machine visualization with touch-screen operation.
Figure 6.82 Factory HMIs based on standard tablet.
Figure 6.83 Visualization HMI with wireless control. (Courtesy EXOR GmbH.)
Figure 6.84 OEE display of concrete prefabrication plant.
Figure 6.85 Graphical error analysis to show the most occurring messages.
Figure 6.86 Automatically taken QC photograph of a pallet, without rectification system within an MES QM system.
Figure 6.87 IoT for concrete prefabricated elements: RFID concreted into the structure.
Chapter 7: Lean Construction – Industrialisation of On-site Production Processes: Part 1. Construction Production Process Planning
Figure 7.1 Road overpass – Bangkok.
Figure 7.2 Pumping station – Alexandria.
Figure 7.3 High-rise building – Zurich.
Figure 7.4 Work preparation planning.
Figure 7.5 Precast concrete school buildings in Malaysia.
Figure 7.6 Systematic construction production planning.
Figure 7.7 System structure of a construction task.
Figure 7.8 Process hierarchy in construction production.
Figure 7.9 Production process analysis.
Figure 7.10 Generic axiomatic relationship of planning – to construction process in terms of timing, and to system requirements, draft parameters, preliminary and approval planning in terms of content and timing.
Figure 7.11 Fast-track bridge construction – optimized production process for insitu concrete pillars and prefabricated superstructure.
Figure 7.12 Sensitivity of construction methods in respect of time and cost.
Figure 7.13 Estimating process.
Figure 7.14 Estimation phases in construction enterprises.
Figure 7.15 Cost limits for awards to subcontractors.
Figure 7.16 Cybernetic functions of work preparation.
Figure 7.17 Interactive WPP steps.
Figure 7.18 Planning the execution process.
Figure 7.19 Overview Höngg weir.
Figure 7.20 Overview of geology and hydrology (cross-section through the Limmat in the area of the weir).
Figure 7.21 Methodical approach to comparing construction methods.
Figure 7.22 Procedure and variants for selecting construction methods.
Figure 7.23 Systematic sequence for comparing construction methods.
Figure 7.24 Overview of construction method comparison.
Chapter 8: Lean Construction – Industrialisation of On-site Production Processes: Part 2. Planning and Execution of Construction Processes
Figure 8.1 Project Gantt chart.
Figure 8.2 Logistics concept of a construction enterprise.
Figure 8.3 Logistics of a construction project (Blecken, Boenert & Blömeke, 2001).
Figure 8.4 Cycle and flow process planning and implementation in construction production.
Figure 8.5 Structural work – construction sections.
Figure 8.6 WPP top-down schedule and construction program for cycle and flow production.
Figure 8.7 Weekly plan – week 3 – work sections.
Figure 8.8 Bottom-up weekly and daily plan of cycle and flow production of the sub-jobs in the work sections.
Figure 8.9 High-rise structural work – WPP cycle and flow process.
Figure 8.10 Lean construction – third floor execution organization with weekly construction program on the building site.
Figure 8.11 Lean construction – third floor execution organization with weekly and daily program on the building site (week 10), as well as material and equipment provision.
Figure 8.12 Job area plans – extract from the plot plan of a building site.
Figure 8.13 Floor layout.
Figure 8.14 Sub-job 1 – partition wall installation.
Figure 8.15 Sub-job 2 – installing the wastewater pipes.
Figure 8.16 Wet room with wastewater and water pipes.
Figure 8.17 Sub-job 3 – installing the water pipes.
Figure 8.18 Sub-job 4 – installation of the heating pipes with feed and return.
Figure 8.19 Sub-job 5 – installation of the electric ducts.
Figure 8.20 Cross-section through the ceiling with arrangement of the ducts.
Figure 8.21 Arrangement of the electric ducts, water and heating pipes in the top and bottom cupboards in the wardrobe.
Figure 8.22 Cybernetic control loop for work planning and work process control.
Figure 8.23 Target schedule.
Figure 8.24 Target/actual deviation caused by delay on the construction site.
Figure 8.25 Schedule: target/actual hours.
Figure 8.26 Procedure for implementing a CIP suggestion on a construction site.
Figure 8.27 CIP chart for construction sites: suggested solution to problem.
Chapter 9: New Cooperative Business Model – Industrialization of Off-Site Production: An Interdisciplinary Cooperation Network for the Optimization of Sustainable Life Cycle Buildings
Figure 9.1 Erecting long-span prestressed concrete floor slabs (by Samsung Precast, Korea).
Figure 9.2 Fully coordinated prefabrication for wall frame construction.
Figure 9.3 Cast insitu concrete infill has a negative impact on off-site prefabrication.
Figure 9.4 Theoretical framework for business models (adapted from Girmscheid, 2010).
Figure 9.5 Service offer and organization concept.
Figure 9.6 System capabilities for the role of the system integrator.
Figure 9.7 Mixed precast-insitu concrete with steelwork illustrates the role of system suppliers and system integrators.
Figure 9.8 Criteria for the partner selection process.
Figure 9.9 Project delivery process model – active phase (predesign and design).
Figure 9.10 Project delivery process model – consulting phase (construction and operation).
Figure 9.11 Strategic planning for the construction of Oslo International Airport using prefabricated concrete, steelwork and timber elements.
Figure 9.12 Coordination of prefabricated concrete, steelwork and timber elements.
Chapter 10: Retrospective View and Future Initiatives in Industrialised Building Systems (IBS) and Modernisation, Mechanisation and Industrialisation (MMI)
Figure 10.1 Productivity of the U.S. construction industry (Chapman & Butry, 2008).
Figure 10.2 Potential cost reduction of industrialized construction (CIB, 2010).
Figure 10.3 Balloon framing.
Figure 10.4 The Tunku Abdul Rahman Flats in Kuala Lumpur.
Figure 10.5 The Rifle Range Road Flat in Penang.
Figure 10.6 The Dayabumi complex in Kuala Lumpur.
Figure 10.7 National iconic landmarks in Malaysia with hybrid IBS application.
Figure 10.8 Average IBS Score by project category.
Figure 10.9 Number of IBS manufacturers registered with CIDB (2007–2014) (IBS Centre, IBS Digest, 2014).
Figure 10.10 Number of IBS manufacturer with different classes (IBS Centre, 2014).
Figure 10.11 Number of contractors who attended IBS courses by state in 2014 (IBS Centre).
Figure 10.12 Observed and targeted number of foreign workers in construction industry (CIDB, 2010).
Figure 10.13 Foreign labours in construction sector by country of origin (Department of Statistics Malaysia, 2015).
Figure 10.14 Breakdown of projects with value RM10 million and above, using/not using IBS (Foo
et al
., 2015).
Figure 10.15 Breakdown of IBS projects by project category (Foo
et al.
, 2015).
Figure 10.16 Layout plan of a PHP unit (adapted from Goh & Ahmad, 2011).
Figure 10.17 Reason for using IBS (Foo
et al.
, 2015).
Figure 10.21 Urban Gross Domestic Product (GDP) contributions in 2010 (10th Malaysian Plan, 2011–2015).
Figure 10.18 Reason for not using IBS.
Figure 10.19 Process flow using conventional and IBS approach for housing construction by developer (adapted from CIDB, 2014).
Figure 10.20 Map of Peninsular Malaysia, state of Selangor, and Klang Valley region.
Figure 10.22 Comparison of traditional cast insitu (right) and prefabricated (left) concrete construction.
Figure 10.23 Median multiple affordability (Khazanah Research Institute, 2015).
Figure 10.24 Projection of land required for development in Selangor, Malaysia, 2005–2020 (Selangor Structural Plan 2020).
Figure 10.25 Projected number of housing units needed in every district of Selangor state (State Economic Planning Unit, Selangor, Malaysia).
Chapter 11: Affordable and Quality Housing Through Mechanization, Modernization and Mass Customisation
Figure 11.1 Trade-off between cost, square area and quality (adapted from Dluhosch, 2006).
Figure 11.2 Factory produced precast concrete housing in the 1970s is now due for demolition.
Figure 11.3 Serviceability and social problems, rather than structural design, have condemned precast concrete buildings to demolition after less than 40 years.
Figure 11.4 Typical layout of convergent design system.
Figure 11.5 Traditional Malay and Indonesian house with natural ventilation (in Sarawak, Borneo).
Figure 11.6 Climatic design of the traditional Malay house (Lim, 1991).
Figure 11.7 Possibility of expansion – the flexibility of traditional Malay house (Lim, 1991).
Figure 11.8 D3 design process.
Figure 11.9 Possible combination of D3.
Figure 11.10 The concept of Divergent Dwelling Design (D3).
Figure 11.11 The application and evolution of Divergent Dwelling Design (D3) system.
Figure 11.12 The design unit plan of the D3 system.
Figure 11.13 Types of formation in the D3 system.
Figure 11.14 Finished D3 building with different views.
Figure 11.15 Construction flow of D3 building.
Figure 11.16 Achievable sustainable living system through D3 sustainable strategies.
Figure 11.17 Different building types with D3 design.
List of Tables
Chapter 1: Historical and Chronological Development of Precast Concrete Structures
Table 1.1 Building types using precast concrete in mixed construction (
fib,
2002)
Table 1.2 Historical developments in precast concrete technology
Table 1.3 Examples of levels of off-site manufacture
Table 1.4 Structural requirement for the alternative floor plans shown in Figure 1.38
Table 1.5 Comparison of allowable spans under fixed loads for continuous (propped), continuous-composite slabs, and composite and non-composite simply supported floor units
Table 1.6 Admittance values for walls and facades (based on CIBSE Guide A – Environmental Design (CIBSE, 2006))
Table 1.7 Cooling capacity for a range of FES and ventilated floor systems (based on De Saulles, 2006)
Table 1.8 Thermal conductivity of ground and suspended materials
Table 1.9 Surface or air resistances used in U-value calculations
Chapter 2: Industrial Building Systems (IBS) Project Implementation
Table 2.1 International data relating the cost of labour and materials to the consumption of cement in the precast concrete industry
Table 2.2 Erection times for fixing 6-m and 12-m span precast and composite floors equating to 1000 m
2
per floor for four- and eight-storey buildings
Table 2.3 Decision-making matrix for off-site fabrication (adapted from Gibb, 1999)
Table 2.4 Approximate number of storeys using various stabilising systems used to aid scheme design
Table 2.5 Relationship between the efficiency of manufacture, construction and utilisation of precast components compared to geometric parameter of surface area-to-volume
Chapter 3: Best Practice and Lessons Learned in IBS Design, Detailing and Construction
Table 3.1 Typical site fixing rates m
2
per week (European Data)
Chapter 4: Research and Development Towards the Optimisation of Precast Concrete Structures
Table 4.1 Characteristic values for connections based on
M
− θ data
Chapter 7: Lean Construction – Industrialisation of On-site Production Processes: Part 1. Construction Production Process Planning
Table 7.1 Process structure of a construction task
Table 7.2 Fabrication variants
Table 7.3 Construction method selection matrix for fabricating a rectangular silo
Table 7.4 Construction process suitability – KO selection process
Table 7.5 Targets and criteria for qualitative method comparison
Table 7.6 Quantitative comparison of processes
Chapter 8: Lean Construction – Industrialisation of On-site Production Processes: Part 2. Planning and Execution of Construction Processes
Table 8.1 Control of workflows and schedule planning
Table 8.2 WPP sub-job list, structural work – Work steps, equipment, construction aids, materials and quantities for fabricating an activity (in this case: wall A1) in the construction programme
Table 8.3 Sub-job list for electrical interior finishing work – work steps, equipment, construction aids, materials and quantities for each discipline
Table 8.4 Extract from weekly plan – Sub-jobs 1-3
Table 8.5 Extract from weekly plan – Sub-jobs 4-7
Table 8.6 Extract from weekly plan – Sub-job 8
Table 8.7 Extract from weekly plan – Sub-jobs 10-14
Table 8.8 Sub-job list for electrical interior finishing work – work steps, equipment, construction aids, materials and quantities for each discipline
Table 8.9 Daily work chart – Drywall construction
Table 8.10 Work chart board for interior finishing work on floor K – Execution organization with weekly and daily plans
Table 8.11 Construction site controlling – target specifications in hours/week
Table 8.12 Controlling monthly performance
Chapter 9: New Cooperative Business Model – Industrialization of Off-Site Production: An Interdisciplinary Cooperation Network for the Optimization of Sustainable Life Cycle Buildings
Table 9.1 Scope and step-wise expansion of the service offer
Table 9.2 Requirements for cooperation partners
Chapter 10: Retrospective View and Future Initiatives in Industrialised Building Systems (IBS) and Modernisation, Mechanisation and Industrialisation (MMI)
Table 10.1 Various definitions of IBS
Table 10.2 Categorization of IBS components
Table 10.3 Distribution of foreign labours in manufacturing, construction, and agriculture
Table 10.4 Comparison of housing affordability based on annual household income and median all-house prices across states in Malaysia, 2014
Table 10.5 Usage of workers and potential for productivity improvement in building work
Modernisation, Mechanisation and Industrialisation of Concrete Structures
Edited by
Kim S. Elliott
Precast Consultant, Derbyshire, UK
Zuhairi Abd. Hamid
Construction Research Institute of Malaysia (CREAM), Kuala Lumpur, Malaysia
This edition first published 2017
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Library of Congress Cataloging-in-Publication Data:
Names: Elliott, Kim S., editor. | Hamid, Zuhairi Abd., editor.
Title: Modernisation, mechanisation and industrialisation of concrete structures / edited by Kim S. Elliott, Zuhairi Abd. Hamid.
Description: Chichester, UK ; Hoboken, NJ : John Wiley & Sons, 2017. | Includes bibliographical references and index.
Identifiers: LCCN 2016044825| ISBN 9781118876497 (cloth) | ISBN 9781118876510 (epub)
Subjects: LCSH: Concrete construction industry.
Classification: LCC HD9622.A2 M63 2017 | DDC 338.4/76241834 – dc23 LC record available at https://lccn.loc.gov/2016044825
A catalogue record for this book is available from the British Library.
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Cover Design: Wiley
Background image: Smileyjoanne/Gettyimages
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Left bottom image: Highly automated plant in 2013/RIB SAA Software Engineering GmbH
Centre bottom image: bikeriderlondon/Shutterstock
Right bottom image: Canadastock/Shutterstock
About the Editors
Kim Stephen Elliott, Precast Consultant, Derbyshire, UK
Kim Stephen Elliott is a consultant to the precast industry in the UK and Malaysia. He was Senior Lecturer in the School of Civil Engineering at Nottingham University, UK from 1987–2010 and was formerly at Trent Concrete Structures Ltd. UK. He is a member of fib Commission 6 on Prefabrication where he has made contributions to six manuals and technical bulletins, and is the author of Multi-Storey Precast Concrete Frame Structures (1996, 2013) and Precast Concrete Structures (2002, 2016) and co-authored The Concrete Centre's Economic Concrete Frames Manual (2009). He was Chairman of the European research project COST C1 on Semi-Rigid Connection in Precast Structures (1992–1999). He has lectured on precast concrete structures 45 times in 16 countries worldwide (including Malaysia, Singapore, Korea, Brazil, South Africa, Barbados Austria, Poland, Portugal, Spain, Scandinavia and Australia) and at 30 UK universities.
Zuhairi Abd Hamid, Construction Research Institute of Malaysia (CREAM), Kuala Lumpur, Malaysia
Zuhairi Abd. Hamid has more than 32 years of experience in the construction industry. His expertise lies in structural dynamics, industrialised building systems, strategic IT in construction and Facilities Management. He is active in engineering education and research and has been appointed by universities in various capacities; from Adjunct Professor, Research Fellow and member of the industry Advisory Panel. He is the Regional Director of South East Asia and Guest Member for the UN support International Council for Research and Innovation in Building and Construction (CIB). Currently, as the Executive Director at CREAM, he actively engages in construction research for industrial publications in Malaysia.
Notes on Contributors
Ahmad Hazim Abdul Rahim, Construction Research Institute of Malaysia (CREAM), Kuala Lumpur, Malaysia
Ahmad Hazim Abdul Rahim is currently the Manager at Construction Research Institute of Malaysia. He has been involved in research and development (R&D) fields in construction and civil engineering for more than 15 years. He currently heads the structural engineering laboratory at CREAM, an ISO/IEC 17025 accredited laboratory and in charge of the technical and quality aspect of the day to day operational of the laboratory. He holds a B. Eng (Hons) in Civil Engineering and completed his Masters in Engineering Science in 2007. His area of interests is conformity assessment of structural component, full-scale structural test and construction materials testing and evaluation. He has published various publications ranging from books to peer-reviewed journals, technical papers, proceedings and articles.
Foo Chee Hung, Construction Research Institute of Malaysia (CREAM), Kuala Lumpur, Malaysia
Foo Chee Hung is a researcher from the Construction Research Institute of Malaysia (CREAM) – a research arm under the Construction Industry Development Board Malaysia (CIDB). He is currently the Head of Consultancy and Technical Opinion Unit.
He obtained both his first (Environmental Engineering) and master (SHE Engineering) degree at the University of Malaya. He then further pursued his PhD (Urban Engineering) in the University of Tokyo. His research interest is in sustainability, affordable housing, green building, building quality assessment, Industrialized Building System (IBS), and urban ecosystem.
He is a member of the Institution of Engineers Malaysia (IEM), and the GreenRE manager.
Gan Hock Beng, G&A Architect
Gan Hock Beng is the Founder of G&A Architect. He is currently engaged in a number of residential and commercial projects in Georgetown, Penang. The projects he has worked on include landmarks like Times Square, Moonlight Bay, University Place, The View, etc. He has been the invited speaker at conferences organized by the Singapore Ministry of Housing, and the South Korea Ministry of Housing. He was given the award of “Most Innovative Design” in a competition organized by the Ministry of Housing Malaysia.
Susanne Schachinger, Precast Software Engineering, Wals-Siezenheim, Austria
Susanne Schachinger is an International Sales Representative at Precast Software Engineering. As a co-author she brings in expertise from her daily work with precast companies in various countries. University studies in Graz (Austria), Volgograd (Russia) and Prague (Czech Republic) led her to the consumer goods industry before she joined Precast Software Engineering in 2011. She represents the company at IPHA (International Prestressed Hollowcore Association).
Thomas Leopoldseder, Precast Software Engineering, Wals-Siezenheim, Austria
Thomas Leopoldseder works as an international BIM Consultant and Product Manager of TIM (Technical Information Manager) at Precast Software Engineering in Austria (Part of Nemetschek Group) which is developing high-end CAD and BIM solutions for the precast industry. After studying at the Vienna University of Economics and Business, he first worked as an IT consultant and then at various levels (CFO, General Manager) in the precast industry. He is now one of the leading experts in BIM solutions concerning the precast industry.
Robert Neubauer, SAA Software Engineering GmbH, Austria
Neubauer has been a Managing Partner at SAA Software Engineering in Vienna, Austria since 1999, leading the development of CAM and Control-Software for the precast concrete manufacturing industry. In 1986 he was engaged in automation in the construction industry, realizing the first control- and master-computer-software for the first automated precast concrete plant. After graduating in mechanical engineering at the Technical University of Vienna in 1993 he was previously at Ainedter Industry Automation and at Sommer Automatisierungstechnik (Austria).
During the past 30 years, Mr Neubauer has been working on automation in the prefabrication industry for construction, developing and conducting development for new solutions, collaborating with different vendors for plants and machinery and leading committees. At the end of 2015, SAA merged with RIB Software AG/Germany, and as Managing Partner, he is accompanying RIB SAA Software Engineering GmbH into a BIM-5D integrated future for smart production of construction systems.
Gerhard Girmscheid, ETH, Swiss Federal Institute of Technology, Zurich, Switzerland
Gerhard Girmscheid, studied construction engineering in Darmstadt (Germany), occupying management posts at German and American construction enterprises, involving assignments abroad that included major construction sites in Egypt and Thailand, as well as the fourth tunnel tube under the River Elbe in Hamburg. Since 1996, he has been Professor of Construction Business Management and Construction Process Engineering at ETH Zurich (Switzerland). He was recently awarded emeritus status.
In research and teaching, Professor Girmscheid focuses on construction processes, and strategic and operational construction enterprise management. His SysBau® research targets improved, more efficient, and new sustainable life cycle-oriented construction processes and portfolios aimed at strengthening the innovative and competitive abilities of construction industry providers. His research activities have produced numerous dissertations and research reports, together with more than 100 peer-reviewed specialist publications. He has written several books on construction enterprise and process management.
He sits on the Board of Directors of general contracting and property company Priora AG, and prefabrication specialists Müller-Stein AG. He also manages CTT-Consulting in Lenzburg (Switzerland), advising companies and training staff on improving bidding and execution processes, managing claims, and implementation.
Julia Selberherr, ETH, Swiss Federal Institute of Technology, Zurich, Switzerland
Julia Selberherr received her Civil Engineering diploma from the Vienna University of Technology in 2009 as well as her Business Management diploma from the Vienna University of Economics and Business in 2010. She then conducted a research project focused on the provision of sustainable life-cycle offers in the building industry at the Institute of Construction and Infrastructure Management at the Swiss Federal Institute of Technology. Her research is dedicated to the optimization of operational and strategic processes across a building's life cycle through the integrated cooperation of the key stakeholder using customizable industrial production technologies. She has contributed several international journal papers and conference publications establishing innovative approaches to a life-cycle service provision in the building industry. Dr. Selberherr completed the project with the development of a new business model in her PhD thesis in 2014. As a renowned expert in the field of organization and process design for sustainable building, she is currently working as a senior consultant in the real estate industry in Zurich.
Preface
The modernisation and industrialisation of concrete structures, through the means of prefabrication of concrete elements together with the computerization of design, detailing and scheduling, is taking an awful long time to come to fruition. The once aspired paperless journey from the architect's concept to the factory floor and beyond is gradually closing in. Critics may cite the post WW2 boom in the construction of high-rise apartment buildings in part of northern and eastern Europe as 70-year-old industrialisation, but it was nothing more than concrete construction on such a large scale that it was thought to be “industrialisation” - the linear and manual processes of design, detailing, scheduling and manufacture were no more advanced than early twentieth-century construction.
