timber-concrete composite technology
TRANSCRIPT
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Timber-Concrete Composite Technology
Research, Design, and Implementation
Dr. Peggi Clouston, PEng, MASc, PhD Professor of Wood Mechanics and Timber EngineeringUniversity of Massachusetts [email protected]
Disclaimer: This presentation was developed by a third party and is not
funded by WoodWorks or the Softwood Lumber Board.
Photo courtesy A. Schreyer
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Course Description
Timber-concrete composite floor technology is catching on in North America as a high-performance solution for long spans in commercial and industrial buildings. Comprised of timber beams or panels that are joined to a concrete slab by shear connectors, the resulting composite floor can be stiffer and stronger than non-composite alternatives. This presentation will provide an overview of the evolution of shear connectors for these floor systems, discuss best practices and design guidelines for some of the more prevalent connectors, and present a case study of the new Olver Design Building at the University of Massachusetts Amherst, which features what is currently North Americaâs largest application of this technology.
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Learning Objectives
1. Define timber-concrete composite floor systems and highlight their use in modern mass timber buildings.
2. Review the structural design principles and processes associated with timber-concrete composite floor systems.
3. Demonstrate a variety of available composite floor shear connectors and discuss design methods.
4. Highlight the use of timber-concrete composite floors in the University of Massachusetts Design Building, including research done to aid its implementation.
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Thompson Community Center, Richmond, British ColumbiaPhoto courtesy Henriquez Partners Architects
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87,500 ft2 (8,200 m2), 4 stories || Project cost: $52M || Construction time: August 2015 â October 2016
Architect: Leers Weinzapfel Associates ||Engineer: Equilibrium / SGH Engineering || Contractor: Suffolk Construction
Olver Design Building, UMass Amherst
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Awards
⢠2018 Wood Design Awards Juryâs Choice for Wood Innovation, WoodWorks
⢠2017 Building of the Year, world-architects
⢠2017 Most Innovative Project Award (less than $100 million), Architectural Engineering Institute
⢠2017 Excellence in Structural Engineering Award (New Buildings $20 to $100 Million), National Council of Structural Engineering Associations
⢠2017 Awards of Merit for Structural Systems Design and Architectural Engineering Integration, Architectural Engineering Institute
⢠2017 Award of Merit, Higher Education/Research Category, ENR New England
+ 6 more!
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Photo courtesy A. Schreyer
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Design Studios
Photo courtesy Albert Vecerka/Esto
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Wood Mechanics Lab
Photo courtesy Albert Vecerka/Esto
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The Design Building is one of the most technologically advanced CLT structures in the US
Go UMass!
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Glulam- and CLT-Concrete Composite Floors
Photo courtesy A. Schreyer
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Steel-Concrete Composite Floors
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Steel-Concrete Composite Floors
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Photo courtesy A. Schreyer
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Timber-Concrete Composite ⌠an old idea
Used since 1930s in US timber bridgesSlab-to-beam connection
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Traditional Composite Timber Bridge Deck
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VB connectors by SFS IntecŠ & HBVŽ Connectors by TiComTecŽ GmbH
Todayâs State-of-the-Art Technology
Photo courtesy L. Bathon
Photo courtesy SFS Intec
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⢠Improved sound insulation
⢠Enhanced damping
⢠Improved fire resistance
⢠Improved durability
⢠More rigid diaphragm
⢠Composite action
Higher strength
Higher stiffness
Advantages
Compared to timber alone
Compared to unconnected timber concrete floors
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Composite Action
Connector Rigidity
NONE PARTIAL FULL
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Partial Composite Action
Shear force, Q
Slip Modulus
! =#
$
v The level of structural efficiency depends on the type of shear connector
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Types of Shear Connectors
Nail plates
Dowels
Glued-in plates
Shear key + anchors
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Load-Slip Evaluation (Push-Out Test)
Load
Slip
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0
10
20
30
40
50
60
70
80
0 2 4 6 8 10Slip (mm)
Forc
e (k
N)
Load
(kN
)
Slip (mm)Dr. Peggi L. Clouston, P.Eng.
Load-Slip Comparison
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⢠Yeoh, D., Fragiacomo, M., De Franceschi, M., & Heng Boon, K. (2010). State of the art on timber-concrete composite structures: Literature review. Journal of structural engineering, 137(10), 1085-1095.
⢠Rodrigues, J. N., Dias, A. M., & Providência, P. (2013). Timber-concrete composite bridges: state-of-the-art review. BioResources, 8(4), 6630-6649.
Reference Documents for Connector Comparison
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Design Philosophy of the HBVÂŽ connector
Failure line
Steel failure
v Clouston P, Bathon L, Schreyer A. 2005. âShear and Bending Performance of a Novel Wood-Concrete Composite Systemâ ASCE Journal of Structural Engineering. 131(9), pp.1404-1412
0
20
40
60
80
100
120
140
0.0 1.0 2.0 3.0 4.0Displacement (mm)
Load
(kN
)
Service load equivalent
ß Stiffß low variability ⥠reliable ß ductile
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FEA Simulations | Parametric Studies
v Al-Sammari A, Clouston P, & BreĂąa S. 2018. âFinite-Element Analysis and Parametric Study of Perforated Steel Plate Shear Connectors for WoodâConcrete Composites.â ASCE Journal of Structural Engineering, 144(10), 04018191
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â Clouston P, Quaglia C. 2013. âExperimental Evaluation ofEpoxy based Wood-Concrete Composite Floor Systems for MillBuilding Renovations.â International Journal of theConstructed Environment, Vol. 3, pp.63-74
â Clouston P, Schreyer A. 2012. âExperimental Evaluation ofConnector Systems for Wood Concrete Composite Floorsystems in Mill Building Renovations.â International Journal ofthe Constructed Environment, Volume 2, Issue 1, pp.131-144.
â Clouston P, Schreyer A. 2011 âTruss plates for use as shearconnectors in laminated veneer lumber -concrete compositesystems.â Structures Congress, Las Vegas
â Clouston P, Schreyer A. 2008. âDesign and Use of Wood-Concrete Compositesâ. ASCE Practice Periodical on StructuralDesign and Construction, 13(4), pp. 167-175
â Clouston P, Bathon L, Schreyer A. 2005. âShear and BendingPerformance of a Novel Wood-Concrete Composite Systemâ.ASCE Journal of Structural Engineering. 131(9), pp.1404-1412
â Clouston P, Civjan S, Bathon L. 2004. âExperimental Behaviorof a Continuous Metal Connector for a Wood-ConcreteComposite Systemâ. Forest Products Journal. 54(6) pp. 76-84
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Rigid systems
⢠Assume no slip between concrete and timber
⢠Use Transformed Section Method
Semi-rigid systems
⢠Acknowledge slip between concrete and timber
⢠Use Gamma Method: Eurocode 5, Part 2
Design of Timber-Concrete Systems
Ă Design for ultimate and serviceability limit state
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⢠Transformed sections
⢠sc = maximum compressive stress < allowable compressive strength of concrete
⢠st = maximum tensile stress < allowable tensile strength of timber
Rigid Systems (ideal, but not realistic for wood)
bc bc (Ec / Et)
bt bt
Transformed section
(entirely timber)
Neutral AxisEc
Et
sbottom
stop
st = sbottom
sc = stop (Ec / Et)
Transformed stress
distribution
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⢠The bending and axial stresses combine
Semi-rigid Systems (realistic for wood)
=+
sc
st
sb,c
sb,te actual s
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Ăź Strength: check maximum stresses for both timber and concrete, shear stress in wood, and connector
Ăź Serviceability: check short-term deflection and long-term creep
ááø
Üççè
ĂŚ=
ef
iiii EI
KMaAEfsef
iiib EI
MhE5.0, =s
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⢠ComitĂŠ EuropĂŠen de Normalisation (CEN). (2004a). âDesign of timber structuresâbridges.â Eurocode 5: Part 2, Brussels, Belgium.
⢠Worked examples:
v Ceccotti, A. (2002). âComposite concrete-timber structures.â Progress in Structural Engineering and Materials, 4(3), 264â275.
v Fragiacomo (2006). âLong-term behaviour of timber-concrete composite beams. II: numerical analysis and simplified evaluation.â ASCE Journal of Structural Engineering. 132(1), 23â33.
v Clouston and Schreyer (2008). âDesign and use of woodâconcrete composites.â ASCE Practice Periodical on Structural Design and Construction, 13(4), 167-175.
v Tannert, T., Endacott, B., Brunner, M., & VallĂŠe, T. (2017). Long-term performance of adhesively bonded timber-concrete composites. International Journal of Adhesion and Adhesives, 72, 51-61.
Reference Documents for Design
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Design ExampleFrom: Clouston and Schreyer (2008). âDesign and use of woodâconcrete composites.â ASCE Practice Periodical on Structural Design and Construction, 13(4), 167-175.
%& =1
1 +3.142- . 23,000 . (38,735)
1039 . (7000)-
= 0.85
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Clouston P, Schreyer, A. (2006). Wood-concrete composites: A structurally efficient material option.
Civil engineering practice, 21(1), 5-22.
0
0.1
0.2
0.3
0.4
0.5
0.6
0.7
0.8
0.9
1
0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 1
Shear Connector Reduction Factor, 1
Nor
mal
ized
(EI) e
f
efficiency of glued-in metal plate shear connector
zone of efficiency for dowel type connectors
0.97
Glued-in plate ÂŽ 97% composite action
Dowel-type ÂŽ 50%-83% composite action
g
From:
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Design ExampleĂź Strength check
Wood:Tension and Bending:
Shear:
Concrete: Compression:
Tension:
Fastener: Shear:
6789: +
6;,78;â =
3.347.24
+4.0916.07
= 0.72 ⤠1.0 â ABCD
EF = 0.46GHC ⤠8F: = 1.21GHC â ABCD
6&,I = 2.64GHC ⤠8I = 12.5GHC â ABCD
6&,7 = 0.97GHC JK LAMNOPQQJAK â ABCD
R = 40.0 âT MM ⤠UV = 93.0 âT MM â ABCD
{assuming wood carries all shear stress}
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Design Example
Ăź Serviceability check
Live Load Deflection:
Dead Load Deflection:
Total Load Deflection:
âXX=5YZ[
384(\])^_=5(1.46)(7000)[
384(6.66)(10)&-= 6.8MM ⤠11.7MM = `Z 600 â ABCD
âaX=5YZ[
384(\])^_=5(1.06)(7000)[
384(4.16)(10)&-= 8.0MM {assuming reduced E for long-term creep}
â7X= âXX + âaX= 6.8MM+ 8MM = 14.8MM ⤠29MM = `Z 240 â ABCD
â7X= 70MM (4.7 times as much) for non-composite section
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the largest installation of wood-concrete composites in North America
Olver Design Building, UMass Amherst
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Photo courtesy A. Schreyer
Holz-Beton-Verbund (HBVÂŽ) System
HBVÂŽ connectors
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Photo courtesy A. Schreyer
Major axis
Minor axis
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Photo courtesy A. Schreyer
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Photo courtesy: L. Bathon
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Photo courtesy A. Schreyer
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Photo courtesy A. Schreyer
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Photo courtesy A. Schreyer
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Photo courtesy A. Schreyer
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Photo courtesy A. Schreyer
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Photo courtesy A. Schreyer
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Photo courtesy A. Schreyer
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Photo credit: A. Schreyer
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Photo courtesy A. Schreyer
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Photo courtesy A. Schreyer
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Photo courtesy A. Schreyer
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Key take-aways:
⢠Olver Design Building: a demonstration for wood building innovation
⢠TCCs are effective way to improve strength, stiffness, sound, and fire resistance of wood beams and floors
⢠TCC behavior is partially composite and dependent on the shear connector
⢠Adhesive connectors perform better than mechanical connectors
⢠Gamma method in use for TCC design
Photo courtesy Albert Vecerka/Esto
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https://bct.eco.umass.edu/about-us/the-design-building-at-umass-amherst/design-building-press-review/
Read All About It
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Acknowledgements:
Professor Alex Schreyer Professor Leander BathonResearch Assistant Hitali Gondaliya
Thanks!
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This concludes The American Institute of Architects Continuing Education Systems Course
QUESTIONS?
Peggi Clouston, PEng, MASc, PhD
University of Massachusetts, Amherst,