demountable precast concrete systems
TRANSCRIPT
University of LuxembourgMultilingual. Personalised. Connected.
REDUCEREUSE AND DEMOUNTABILITY USING STEEL STRUCTURES AND THE CIRCULAR ECONOMY
Demountable Precast Concrete Systems
Prof. Dr.‐Ing. Christoph ODENBREITAndrás KOZMA, M.Sc
ArcelorMittal Chair of Steel Construction,University of Luxembourg, Luxembourg
Reuse of Steel Structures and the Circular Economy8th October 2019, London
ArcelorMittal Chair of Steel Construction
Prof. Dr.‐Ing. Christoph Odenbreit
Agenda
11/10/2019 2
1. Introduction2. Demountable Shear Connections
3. Laboratory Tests
4. Design Procedure
5. Conclusions
1. Introduction | 2. Demountable Shear Connections | 3. Laboratory Tests | 4. Design Procedure | | 5. Conclusions
Introduction
11/10/2019 3
Aspects of Design for Deconstruction (DFD):
• Use demountable mechanical connections and dry joints
• Use modular design and a standard structural grid
• Use prefabrication
• Provide access to all parts, particularly connections
• Provide tolerances for assembly and disassembly
• Use a minimum number of connectors
• Design robustly to withstand repeated use
REUSEDesignFor
Deconstruction
1. Introduction | 2. Demountable Shear Connections | 3. Laboratory Tests | 4. Design Procedure | | 5. Conclusions
Introduction
11/10/2019 4
Modular design
• Planning grid: Multiple of the basic module (m)
• Basic module: m=1.5 m (UK) m=1.35 m (Continent)
• The size of all elements should respect the planning grid
(beam, slab, spacing of connectors)
http://www.understandconstruction.com/steel‐frame‐structures.html
m
m
1. Introduction | 2. Demountable Shear Connections | 3. Laboratory Tests | 4. Design Procedure | | 5. Conclusions
Introduction
11/10/2019 5
Modular design
• Planning grid: Multiple of the basic module (m)
• Basic module: m=1.5 m (UK) m=1.35 m (Continent)
• The size of all elements should respect the planning grid
(beam, slab, spacing of connectors)
http://www.understandconstruction.com/steel‐frame‐structures.html
m
m
1. Introduction | 2. Demountable Shear Connections | 3. Laboratory Tests | 4. Design Procedure | | 5. Conclusions
Introduction
11/10/2019 6
Modular design
• Planning grid: Multiple of the basic module (m)
• Basic module: m=1.5 m (UK) m=1.35 m (Continent)
• The size of all elements should respect the planning grid
(beam, slab, spacing of connectors)
http://www.understandconstruction.com/steel‐frame‐structures.html
2 x m 2 x m 1 x m 3 x m 3 x m
4 x m
4 x m
m
m
1. Introduction | 2. Demountable Shear Connections | 3. Laboratory Tests | 4. Design Procedure | | 5. Conclusions
IntroductionExample Module: 1.35 m
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Avenue Leclerc office buildingBoulogne‐Billancourt , 2016Architects : Grégoire Zündel, Irina Cristea
1. Introduction | 2. Demountable Shear Connections | 3. Laboratory Tests | 4. Design Procedure | | 5. Conclusions
IntroductionExample Module: 1.35 m
11/10/2019 8
Medienbrücke, München, 2012Architect: Otto Steidle
Thyssenkrupp Headquarter,Essen, 2010
JSWD Architekten, Chaix & Morel et Associés
1. Introduction | 2. Demountable Shear Connections | 3. Laboratory Tests | 4. Design Procedure | | 5. Conclusions
IntroductionExample Module: 1.35 m
11/10/2019 9
ILB building, Potsdam, 2017Architect: Jürgen Engel
Imtech building, München, 2014Prasch buken partner architekten
1. Introduction | 2. Demountable Shear Connections | 3. Laboratory Tests | 4. Design Procedure | | 5. Conclusions
IntroductionExample Module: 1.35 m
11/10/2019 10
DHPG building,Bonn, 2013Schmitz Architekten
Deutsche Börse, Eschborn, 2010
Jürgen Engel
1. Introduction | 2. Demountable Shear Connections | 3. Laboratory Tests | 4. Design Procedure | | 5. Conclusions
IntroductionExample Module: 1.35 m
11/10/2019 11
KPMG building,Luxembourg, 2014François Valentiny
1. Introduction | 2. Demountable Shear Connections | 3. Laboratory Tests | 4. Design Procedure | | 5. Conclusions
Agenda
11/10/2019 12
1. Introduction
2. Demountable Shear Connections
3. Laboratory Tests
4. Design Procedure
5. Conclusions
1. Introduction | 2. Demountable Shear Connections | 3. Laboratory Tests | 4. Design Procedure | | 5. Conclusions
Demountable Shear Connections
11/10/2019 13
http://www.understandconstruction.com/steel‐frame‐structures.html
1. Introduction | 2. Demountable Shear Connections | 3. Laboratory Tests | 4. Design Procedure | | 5. Conclusions
Demountable Shear Connections
11/10/2019 141. Introduction | 2. Demountable Shear Connections | 3. Laboratory Tests | 4. Design Procedure | | 5. Conclusions
Demountable Shear Connections
11/10/2019 15
• High‐strength bolted connections
• Prefabricated slab elements
• Oversized holes in the steel beam
• Pretension or epoxy resin injection
1. Introduction | 2. Demountable Shear Connections | 3. Laboratory Tests | 4. Design Procedure | | 5. Conclusions
Demountable Shear Connections
11/10/2019 16
• High‐strength bolted connections
• Prefabricated slab elements
• Oversized holes in the steel beam
• Pretension or epoxy resin injection
1. Introduction | 2. Demountable Shear Connections | 3. Laboratory Tests | 4. Design Procedure | | 5. Conclusions
Agenda
11/10/2019 17
1. Introduction
2. Demountable Shear Connections
3. Laboratory Tests4. Design Procedure
5. Conclusions
1. Introduction | 2. Demountable Shear Connections | 3. Laboratory Tests | 4. Design Procedure | | 5. Conclusions
Part 2: Laboratory Tests
11/10/2019 181. Introduction | 2. Demountable Shear Connections | 3. Laboratory Tests | 4. Design Procedure | | 5. Conclusions
Laboratory TestsPush out tests
11/10/2019 19
• Standard EC4 push‐out tests
• 4 Prefabricated slabs
• HEB260 Beam
1. Introduction | 2. Demountable Shear Connections | 3. Laboratory Tests | 4. Design Procedure | | 5. Conclusions
Laboratory TestsPush out test results
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0
20
40
60
80
100
120
140
160
180
0 1 2 3 4 5 6 7 8 9 10 11 12 13
Load
/ sh
ear c
onne
ctor
[kN
]
Relative slip [mm]
P3.3-1
P3.3-2
P3.3-3
P3.3-3b
P3
1. Introduction | 2. Demountable Shear Connections | 3. Laboratory Tests | 4. Design Procedure | | 5. Conclusions
Aspxfu/3 2.45 x 80/3=113 kN
Fv x 127x0.4=51 kN
Laboratory TestsPush out test results
11/10/2019 21
0
20
40
60
80
100
120
140
160
180
0 1 2 3 4 5 6 7 8 9 10 11 12 13
Load
/ sh
ear c
onne
ctor
[kN
]
Relative slip [mm]
P15.1-1
P15.1-2
P15.1-3
0
20
40
60
80
100
120
140
160
180
0 1 2 3 4 5 6 7 8 9 10 11 12 13
Load
/ sh
ear c
onne
ctor
[kN
]
Relative slip [mm]
P15.2-1
P15.2-2
P15.2-3
Epoxy resin infill
P15P15
1. Introduction | 2. Demountable Shear Connections | 3. Laboratory Tests | 4. Design Procedure | | 5. Conclusions
Prestressed
Laboratory TestsPush out test results
11/10/2019 221. Introduction | 2. Demountable Shear Connections | 3. Laboratory Tests | 4. Design Procedure | | 5. Conclusions
Laboratory TestsPush out test results
11/10/2019 23
020406080
100120140160180
0 1 2 3 4 5 6 7 8 9 10 11 12 13
Load
/ sh
ear c
onne
ctor
[kN
]
Relative slip [mm]
P3.1-1
P3.1-2
P3.1-3
020406080
100120140160180
0 1 2 3 4 5 6 7 8 9 10 11 12 13
Load
/ sh
ear c
onne
ctor
[kN
]
Relative slip [mm]
P3.3-1P3.3-2P3.3-3
020406080
100120140160180
0 1 2 3 4 5 6 7 8 9 10 11 12 13
Load
/ sh
ear c
onne
ctor
[kN
]
Relative slip [mm]
P3.2-1P3.2-2P3.2-3
020406080
100120140160180
0 1 2 3 4 5 6 7 8 9 10 11 12 13
Load
/ sh
ear c
onne
ctor
[kN
]
Relative slip [mm]
P15.1-1
P15.1-2
P15.1-3
020406080
100120140160180
0 1 2 3 4 5 6 7 8 9 10 11 12 13
Load
/ sh
ear c
onne
ctor
[kN
]
Relative slip [mm]
P15.2-1
P15.2-2
P15.2-3
Summary (Push‐out Behaviour) Bolt shear failure
Higher strength
Lower stiffness
Sufficient deformation capacity (>6 mm)
Non‐ductile behaviour
Demountable
Reusable
1. Introduction | 2. Demountable Shear Connections | 3. Laboratory Tests | 4. Design Procedure | | 5. Conclusions
Laboratory TestsBeam tests
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• 2 full‐scale beam tests on 6.3 m beams
• IPE 360
• 2 Prefabricated slabs
1. Introduction | 2. Demountable Shear Connections | 3. Laboratory Tests | 4. Design Procedure | | 5. Conclusions
Laboratory TestsBeam tests
11/10/2019 25
• 2 full‐scale beam tests on 6.3 m beams
• IPE 360
• 2 Prefabricated slabs
1. Introduction | 2. Demountable Shear Connections | 3. Laboratory Tests | 4. Design Procedure | | 5. Conclusions
Laboratory TestsBeam test results
11/10/2019 26
P3
L/200 L/50
P15
L/200 L/501. Introduction | 2. Demountable Shear Connections | 3. Laboratory Tests | 4. Design Procedure | | 5. Conclusions
Agenda
11/10/2019 27
1. Introduction
2. Demountable Shear Connections
3. Laboratory Tests
4. Design Procedure5. Conclusions
1. Introduction | 2. Demountable Shear Connections | 3. Laboratory Tests | 4. Design Procedure | | 5. Conclusions
Laboratory TestsMethodology
11/10/2019 28
Parametric studies
Design guidance
Simplifiedmodelling
Experiments
Advanced Modelling
1. Introduction | 2. Demountable Shear Connections | 3. Laboratory Tests | 4. Design Procedure | | 5. Conclusions
Design Proposal
11/10/2019 29
Serviceability Limit State1. Check the deflection
·,
/
Second moment of area:Rigid connection:
, ,, ·
Flexible connection:
, ,, ⁄
,⁄
·
: Shear connection stiffness (from test), : Equivalent spacing
EN1994‐1‐1, Annex A.3
0.7 PRk
ksc
1. Introduction | 2. Demountable Shear Connections | 3. Laboratory Tests | 4. Design Procedure | | 5. Conclusions
Design Proposal
11/10/2019 30
Serviceability Limit State2. Check occurring end slip
,
, 0.7 0.7PRk
ksc
,
1. Introduction | 2. Demountable Shear Connections | 3. Laboratory Tests | 4. Design Procedure | | 5. Conclusions
Design procedure
11/10/2019 31
Ultimate Limit State
Non‐ductile behaviour
EC4 does not allow equidistant spacing Standardisation and modular design?
Substitute the load‐slip behaviour with and equivalent ductile headed stud shear connection.
Introduction of a reduction factor :, · @
Definition of based on the shape of theload‐slip curve and the slip distribution.
This way, , can be used for EC4 like .
P@6mm
PR,eff
0.76 0.80
1. Introduction | 2. Demountable Shear Connections | 3. Laboratory Tests | 4. Design Procedure | | 5. Conclusions
Agenda
11/10/2019 32
1. Introduction
2. Demountable Shear Connections
3. Laboratory Tests
4. Design Procedure
5. Conclusions
1. Introduction | 2. Demountable Shear Connections | 3. Laboratory Tests | 4. Design Procedure | | 5. Conclusions
Conclusions
11/10/2019 33
The developed systems are suitable for demountable composite beams.
The tests showed, that the damage occurs in the replaceable elements.
With the developed equations, Eurocode 4 standard design procedure remains applicable.
In addition, the slip must be controlled at SLS. (Equations are given.)
1. Introduction | 2. Demountable Shear Connections | 3. Laboratory Tests | 4. Design Procedure | | 5. Conclusions
ArcelorMittal Chair of Steel Construction
Prof. Dr.‐Ing. Christoph Odenbreit
ArcelorMittal Chair of Steel Construction
Prof. Dr.‐Ing. Christoph Odenbreit