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6/7/2013
1
Post-Tensioned Timber Buildings -Design Guide
University of CanterburyJune 2013
A design guide for Expan multi-storey timber buildings incorporating Pres-Lam technology
Post-Tensioned Timber Buildings -Design Guide
Part 1- Overview Andy Buchanan
Part 2 – Seismic Design Stefano Pampanin
Part 3 – Gravity design Alessandro Palermo
Main authors
Other contributorsContributing authors:
Wouter van Beerschoten Daniel Moroder James O’Neill Francesco Sarti Tobias Smith Ben Sporn Christopher Watson
Earlier research contributors: Structural engineering Fire, environmental
Dr Massimo Fragiacomo Dr David Carradine Dr Michael Newcombe Dr David Yeoh Dr Asif Iqbal Dr Manoocher Adalany Dr Felice Carlo Ponzo Dr Antonio Di Cesare Domenico Nigro
Simona Giorgini Denis Pino Jesus Menendez Bruno Dal Lago Claudio Dibenedetto Tom Armstrong Andrew Dunbar Norhayti Ghafar Daniela Bonardi
Dr Dion Marriott Dr Kam Weng Laurent Pasticier Philip Loock Mitchell Le Heux Michael Cuseil Tiziana Cristini Pasquale Riccio Simon Wessellman Florian Ludwig.
Stephen John Dr Nicolas Perez Gordon Grant Kevin Tsai Phillip Spellman Reuben Costello Ricky Wong
Timber industry contributors:
Hank Bier, Warwick Banks, Cameron Rodger Andy van Houtte, Jason Guiver Peter Law Robert Finch
Carter Holt Harvey Woodproducts Nelson Pine Industries Wesbeam Structural Timber Innovation Company Ltd
Research partners:
Professor Pierre Quenneville Professor Keith Crews
University of Auckland University of Technology Sydney
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Other contributors
1 Introduction2 Post‐tensioned structural systems3 Seismic behaviour of Pres‐Lam technology4 Diaphragms7 Design for gravity loading8 Design for wind loading9 Floors and roofs10 Fire safety11 Supply chain and construction12 Durability, Sustainability14 Recent Expan buildings
Part 1- Overview
Part 2 – Seismic Design
1 Introduction2 Lateral force design3 Force Based Design (FBD)4 Direct Displacement Based Design (DDBD)5 Corrected Force Based Design (CFBD)6 Design example of a beam‐column joint7 Post‐tensioned single wall8 Post‐tensioned coupled walls9 Diaphragm design10 Fire Design
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1 Introduction2 Methodology
2.1 Design of PT beams2.2 Design of PT frames2.4 Long‐term behaviour and losses
3 Design of case study building3.2 Design of PT columns3.3 Design of PT beams3.5 Design of PT frames3.6 Design of PT walls3.7 Design of diaphragms3.8 Fire resistance
Part 3 – Gravity Design
TODAY’S TALK
1. Why wood2. Materials3. Pres‐Lam technology4. Recent Expan buildings with Pres‐Lam tech.5. Seismic Design Methods (FBD, DBD)6. Pres‐Lam frames for seismic loading7. Pres‐Lam walls for seismic loading8. Diaphragms9. Supply chain and construction
Re-building Christchurch
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Re-building Christchurch
Re-building Christchurch
What kind of city do we want?
Warren and Mahoney
Old Government Buildings, Wellington, 1876
Wood is part of the solution
WOOD is GREEN
Re-building Christchurch
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Advantages of timber
• Constructability
• Sustainability
• Availability
• Weight
• Cost
• Fire safety, durability, acoustics, energy
Overall performance:
As good as (or better than) other materials
New technology• New materials
o Glulam
o LVL
o CLT
• New fasteners
o Screws
o Rivets
• New structural concepts
o Post-tensioning
Rivets Screws
New fasteners
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Glulam
LVL - Laminated veneer lumber
Veneers 3mm thick
LVL changes Radiata Pine from a commodity to a top class engineering material
X-Lam factory in Nelson, New Zealand
CLT - Cross laminated timber
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Melbourne - 10 storeys CLT
TODAY’S TALK
1. Why wood2. Materials3. Pres‐Lam technology4. Recent Expan buildings with Pres‐Lam tech.5. Seismic Design Methods (FBD, DBD)6. Pres‐Lam frames for seismic loading7. Pres‐Lam walls for seismic loading8. Diaphragms9. Supply chain and construction
Rocking Concrete SystemsPRESSS (PREcast Seismic Structural Systems)University of California, San Diego
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Rocking Concrete Systems
U.S. PRESSS (PREcast Seismic Structural System), coordinated by Prof. M.J.N. Priestley, University of California, San Diego
Frame and wall systems with dry connections characterised by lumped ductility at the rocking section
Cortesia di S. NakakiCortesy of S. Nakaki
Hybrid System or with “controlled rocking”
MM
Self-centring Capacity
Unbonded post -tensioned cables/bars
Dissipation Capacity
M
Mild steel or dissipation devices
Advantages of “Controlled Rocking” behavior:Reduced level of damage in the structural elements
Negligible residual (permanent) deformations
Rocking Concrete Systems
PRESSS TechnologyThe hybrid Connection
•Dissipation design is a trade-off between amount of energy
Effect of Dissipation on Post-tensioned System
•Dissipated and re-centering capability
•Dissipation also adds moment resistance
Rocking Timber Systems – PRES-LAM technology
Application to Timber (Palermo et al. 2005)
• Combines post-tensioned cables and mild steel dissipation• Developed for concrete• Material independent
c/o Miss S. Nakaki Palermo et al. 2005
Hybrid Connection
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Material properties of LVLLaminated Veneer Lumber
Extension to LVL multi-storey seismic resistant buildings
Post-tensioned timber frames
Post-tensioning solves problem of moment connections for heavy timber frames
Post-tensioned timber walls
U
U
U
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Hybrid specimen 3 – HY3
-20
-15
-10
-5
0
5
10
15
20
-0,05 -0,04 -0,03 -0,02 -0,01 0 0,01 0,02 0,03 0,04 0,05Drift
Top
-lat
eral
For
ce [
kN]
fp0 = 0.6fpy
Testing at Canterbury University
50 mm
INTERNAL DISSIPATERS
Internal epoxied dissipaters (deformed bars with or without necked and taped fuses for unbonded length of 50 mm)
INTERNAL DISSIPATERS
-20
-15
-10
-5
0
5
10
15
20
-0,05 -0,04 -0,03 -0,02 -0,01 0 0,01 0,02 0,03 0,04 0,05
Drift
Top
-lat
eral
For
ce [
kN]
fp0 = 0.8fpy
Hybrid specimen 1 - HY1
-20
-15
-10
-5
0
5
10
15
20
-0,05 -0,04 -0,03 -0,02 -0,01 0 0,01 0,02 0,03 0,04 0,05
Drift
Top
-lat
eral
For
ce [
kN]
fp0 = 0.8fpy
Hybrid specimen 2 – HY2
Testing at Canterbury University
Beam to Column Joint (Smith 2011)
Testing at UNIBAS, Italy in collaboration with Canterbury University
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Frames WallsPost-tensioningtendons
Testing at Canterbury University
Post-tensioningUniversity of Canterbury laboratories (Newcombe et al. 2010)
Testing at Canterbury University
Expan Head Office
Architect: Thom Craig
Engineer: Holmes Consulting
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Earthquake 22 Feb 2011No structural damage. Immediate occupancy.
Expan Head Office
“A design guide for Expan multi-storey timber buildings incorporating Pres-Lam technology”
Expan is the Trade Mark of STICSTIC IP is managed by EWPAA.
Pres-Lam technology is owned byPrestressed Timber Ltd (UC spin-off company)
Licenced for free use in Australia and NZ.
Terminology
TODAY’S TALK
1. Why wood2. Materials3. Pres‐Lam technology4. Recent Expan buildings with Pres‐Lam tech.5. Seismic Design Methods (FBD, DBD)6. Pres‐Lam frames for seismic loading7. Pres‐Lam walls for seismic loading8. Diaphragms9. Supply chain and construction
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NMIT Building, Nelson
NMIT Arts and Media Building, Nelson.
ISJ Architects, Aurecon, Davis Langdon, Arrow International
NMIT, Nelson
NMIT Building, Nelson
Rotated timber to avoid compr perp in columns
Massey University, Wellington
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Massey University, Wellington
Massey University, Wellington.
Massey University, Wellington
Beam-column connection tested in UC lab
• UC
Massey University, Wellington
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TCC floor, precast off site
Massey University, Wellington
Carterton, Wellington
Portal frames with post-tensioned columns
BRANZ, Wellington
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ISJ Architects, Aurecon
Hereford St, Christchurch
Rick Proko Architects, Ruamoko Engineers
St Elmo, Christchurch
St Elmo, Christchurch
Base-isolated building. Frames both directions with concrete columns and post-tensioned LVL beams.
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Sheppard and Rout Architects, Kirk Roberts Engineers
Merritt, Christchurch
Post-tensioned frames
Merritt, Christchurch
Merritt, Christchurch
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Opus International Architects and Engineers
Trimble, Christchurch
Trimble, Christchurch
Trimble walls
Trimble, Christchurch
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Trimble, Christchurch
Trimble, Christchurch
Post-tensioned CLT with LVL
Museum, library, council offices, Kaikoura
Kaikoura District Council
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All timber. No concrete. LVL floor cassettes. CLT walls.
Kaikoura District Council
TODAY’S TALK
1. Why wood2. Materials3. Pres‐Lam technology4. Recent Expan buildings with Pres‐Lam tech.5. Seismic Design Methods (FBD, DBD)6. Pres‐Lam frames for seismic loading7. Pres‐Lam walls for seismic loading8. Diaphragms9. Supply chain and construction
Seismic Design Methods
3D view -Seismic Design Worked Example
Typical floor plan, frame elevation and beam and column sections.
Case Study
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Seismic Design Methods
wall elevation and wall base section
Case Study
Seismic Design MethodsForce Based DesignElastic (5% damped) acceleration spectrum in accordance to NZS1170.5 to be used for the case study building (Z=0.3, 1/500 year, Soil D)
Common-Practice Force-Based Design (FBD) Procedure (adapted from (Sporn et. al 2013)
Check MCE level (roughly 1.5 ULS) – Expected rupture of dissipaters but no yielding of tendons!
• Frames: yielding drift around 1%, ULS-ductility = 2-2.5 (maximum design drift 2-2.5%)
• Walls: yielding drift around 0.5%, ULS-ductility = 2.5-3 (maximum design drift 1-1.5%)
Hierarchy of strength for post-tensioned timber frames and walls
Seismic Design MethodsDispacement Based Design (modified from Priestley et al., 2007)
Check MCE level (roughly 1.5 ULS) – Expected rupture of dissipaters but no yielding of tendons!
• Frames: ULS = maximum design drift 2-2.5%
• Walls: ULS = maximum design drift 1-1.5%
Sequence of Steps for Direct Displacement Based Design
Displacement Profile
n
i
w
iyyi H
H
l
H
31
2
cpwymwnypnyndn LllH /0.2/0.1
ipw
ym
n
ii
w
ypiyii HL
lH
HH
l
2
312
Yield Displacement
0 0.2 0.4 0.6 0.8 1
Displacement Ratio
0
0.2
0.4
0.6
0.8
1
Hei
gh
t R
atio
(H
i/H
n)
yn dn
yi pi
Yield Critical Drift(top wall)
wnynyyn lHH /0.12/
Critical Total Drift (top wall)
p
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Seismic Design MethodsDispacement Based Design (modified from Priestley et al., 2007)
Sequence of Steps for Direct Displacement Based Design
Transformation from MDOF to SDOF according to a DDBD approach
Seismic Design MethodsFrames: ULS = maximum design drift 2-2.5%
Displacement Profile
n
i
w
iyyi H
H
l
H
31
2
cpwymwnypnyndn LllH /0.2/0.1
ipw
ym
n
ii
w
ypiyii HL
lH
HH
l
2
312
Yield Displacement
0 0.2 0.4 0.6 0.8 1
Displacement Ratio
0
0.2
0.4
0.6
0.8
1
Hei
ght
Rat
io (
Hi/
Hn)
yn dn
yi pi
Yield Critical Drift(top wall)
wnynyyn lHH /0.12/
Critical Total Drift (top wall)
p
Walls: ULS = maximum design drift 1-1.5%
TODAY’S TALK
1. Why wood2. Materials3. Pres‐Lam technology4. Recent Expan buildings with Pres‐Lam tech.5. Seismic Design Methods (FBD, DBD)6. Pres‐Lam frames for seismic loading7. Pres‐Lam walls for seismic loading8. Diaphragms9. Supply chain and construction
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Pres-Lam frames for Seismic loading
1. Location and size of post-tensioning (bars or tendons?)
2. Location and type of dissipaters (mini-BRB, dog bone.. Viscous dampers etc.)
3. Anchorages4. Corbels5. Reinforcing of the column-
panel joint (screws, plates and rods)
6. Post-tensioning losses
Pres-Lam frames for Seismic loadingLocation and type of dissipaters (mini-BRB, dog bone.. Viscous dampers etc.)
Anchorages - beams
Internal
External
Pres-Lam frames for Seismic loading
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Anchorages - beams
Pres-Lam frames for Seismic loading
Anchorages - Frames
Pres-Lam frames for Seismic loading
Wood block Custom-made steel
Deviators - beams
Pres-Lam frames for Seismic loading
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Corbels
Steel corbels. May need fire protection
Pres-Lam frames for Seismic loading
Column reinforcing
Pres-Lam frames for Seismic loading
Steel
Screws
Rotated LVL
Pres-Lam frames for Seismic loadingColumn reinforcing
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Pres-Lam frames for Seismic loadingPost-tensioning lossesInstantaneus
Long-term
Effect of post-tensioning losses on frame-performance
t=0
t=oo
Summary of post-tensioned timber design procedure
Pres-Lam frames for Seismic loadingCapacity design
MMBA nomenclature for a beam-column joint
MMBA nomenclature for a wall-foundation jointMore complex for frames!
• The Modified Monolythic Beam Analogy (MMBA) Palermo 2004, Newcombe 2008, 2010
Capacity design
Pres-Lam frames for Seismic loading
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• Extension to Timber 2008
• Elastic portion of MMBA based on strain gauge evidence
• Use of an empirically based E modulus connection redution factor end effect factor 0.55
• Significant contribution of elastic deformation to frame response also recognised
PRESS LAM: Design Tools
Timber ModificationsCapacity designPres-Lam frames for Seismic loading
Frames Walls
Results
Predictions
Capacity design
Pres-Lam frames for Seismic loading
TODAY’S TALK
1. Why wood2. Materials3. Pres‐Lam technology4. Recent Expan buildings with Pres‐Lam tech.5. Seismic Design Methods (FBD, DBD)6. Pres‐Lam frames for seismic loading7. Pres‐Lam walls for seismic loading8. Diaphragms9. Supply chain and construction
6/7/2013
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Pres-Lam walls for Seismic loading
Isolated wall Coupled wall Core wall
1. Location and size of post-tensioning (bars or tendons?)2. Location and type of dissipaters (mini-BRB, dog bone..
Viscous dampers etc.)3. Anchorages4. Post-tensioning losses
Pres-Lam walls for Seismic loading
1. High strenght bars are preferrable to strands 2. Similar dissipaters to beam-column joints can be
used but their locations should be more centred otherwise the dissipater will fail prematurely in tension or, if too long it will fail prematurely in compression
3. Anchorages are similar to frames. It’s important to design thickness of the steel plate to diffuse the load. The plate must have the sam width of the timber wall.
4. Sheark keys at wall-to-foundation (no dowel action!)
5. Post-tensioning losses are less critical then frames (only timber loaded perpendicular to the grain
Pres-Lam walls for Seismic loading
Location of dissipaters and bars
Location of shear key
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Equilibrium for a post-tensioned beam-column joint (top) and wall (bottom)
Pres-Lam for Seismic loadingQuick design
Dimensioning reinforcement assuming
0.3-0.4d as c (neutral axis)
Capacity:
Ductility/rotation: check strain in dissipaters and tendons (/L)
Pres-Lam frames for Seismic loading
Details of the fuse dissipater (Plug&Play)
Case study
Section and elevation view of the post-tensioned single wall with external dissipaters
Section and elevation view of the configuration for the coupled walls
Pres-Lam walls for Seismic loadingCase study
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TODAY’S TALK
1. Why wood2. Materials3. Pres‐Lam technology4. Recent Expan buildings with Pres‐Lam tech.5. Seismic Design Methods (FBD, DBD)6. Pres‐Lam frames for seismic loading7. Pres‐Lam walls for seismic loading8. Diaphragms9. Supply chain and construction
Lateral load resisting system
Diaphragms
Diaphragms
Definitions
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Timber-Concrete-Composite
notched coach screw connection
joists
panel
cast-in-situ reinforced concrete
(Yeoh 2010)
Diaphragms
(Dolan 2003)
Boards or panels on joists
(Brignola 2009)
(Legno Trento 2013)
Diaphragms
Stressed Skin Panels
(PotiusTM)
Diaphragms
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Solid or modular panels
(Lignatur®)(Kaufmann)
Glulam
Modular floorCLT
(Kaufmann)
Diaphragms
Diaphragms
Girder analogy
Strut and tie model
Diaphragms
Irregular diaphragm
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Diaphragms
Displacement imcompatibility for frames and walls and interaction with the diaphragms
Diaphragms
Connections between timber floor panels
Diaphragms
Connections for TCC floors
collector beamor edge joist
ductile meshnotched joistconnection
starter bars
drag bar
sheetingpanel
coach screw
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Testing at University of Canterbury
Diaphragms
Diaphragms
TODAY’S TALK
1. Why wood2. Materials3. Pres‐Lam technology4. Recent Expan buildings with Pres‐Lam tech.5. Seismic Design Methods (FBD, DBD)6. Pres‐Lam frames for seismic loading7. Pres‐Lam walls for seismic loading8. Diaphragms9. Supply chain and construction
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The Supply Chain
Logs
Wood products
Structural elements
Structural skeleton
Whole building
Forest owner
Processor
Fabricator
Erector
Contractor
Building owner
They all may have to take some risks
The Whole Building
• System
• Frames
• Walls
• Floors
• Connections
• Penetrations
• Envelope
• Foundations
The Design Team
Structure Structural engineer, architect
Fire Fire engineer, architect
Acoustic Acoustic engineer
Thermal Building services engineer, architect
Durability Façade engineer, architect
Environmental Architect, environmental consultant
Cost control Quantity surveyor
Construction Project manager1. They must have some understanding of wood2. They all need confidence to proceed
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Conclusions
• We have the technology, more coming
• We have the materials, hybrids coming
• We have the structural systems
• We have the enthusiasm
• The hard part is putting it all together
Let’s work together to reduce the risk
For a sustainable timber future