Timber-Concrete Composite Floor
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1 Timber-Concrete Composite Floor Technology Research, Design and Implementation Presented by: Dr. Peggi Clouston, Peng, MASc, PhD Associate Professor Disclaimer: This presentation was developed by a third party and is not funded by WoodWorks or the Softwood Lumber Board.
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3 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 Design Building at the University of Massachusetts, Amherst, which features what is currently North America s largest application of this technology.
4 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.
5 Thompson Community Center, Richmond, British Columbia Photo courtesy: Henriquez Partners Architects
6 Design Building, UMass, Amherst 87,500 ft 2 (8,200 m 2 ), 4 stories Project cost: $52M Construction time: Aug October 2016 Architect: Leers Weinzapfel Assoc. Engineer: Equilibrium / SGH Contractor: Suffolk Construction Photo credit: A. Schreyer
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8 Photo credit: A. Schreyer
9 Design Studios Photo credit: A. Schreyer
10 Wood Mechanics Lab Photo credit: P. Clouston
11 Go UMass! The Design Building is one of the most technologically advanced CLT structures in the US The wood offsets as much carbon from the atmosphere as taking 500 cars off the road for a year Photo credit: A. Schreyer
12 CLT-Concrete Composite Flooring Photo credit: A. Schreyer
13 Timber-Concrete Composite an old idea Photo credit: A. Schreyer Slab-to-beam connection Used since 1930s in US timber bridges
14 Traditional Composite Timber Bridge Deck
15 Today s State-of-the-Art Technology Photo source: L. Bathon
16 Composite construction: standard practice for steel-concrete structures Nelson shear studs
17 Commercially Available Shear Connectors for Wood HBV connectors by TiComTec VB connectors by SFS Intec
18 Advantages Improved durability More rigid diaphragm Enhanced damping Improved sound insulation Improved fire resistance Composite action Higher strength Higher stiffness Compared to unconnected timber concrete floors Compared to timber alone
19 Composite Action Connector Rigidity NONE PARTIAL FULL
20 Partial Composite Action Slip Modulus K= Q/δ Shear force, Q v The level of structural efficiency depends on the type of shear connector
21 Types of Shear Connectors Dowels Shear key + anchors Nail plates Glued-in plates
22 Load-Slip Evaluation (Push-Out Test) F F δ
23 Load-Slip Comparison Force (kn) Force (kn) Dr. Peggi L. Clouston, P.Eng. Slip (mm) Slip (mm)
24 Connector Design Philosophy Failure line Load (kn) Steel failure Displacement (mm)
25 Clouston P, Quaglia C Experimental Evaluation of Epoxy based Wood-Concrete Composite Floor Systems for Mill Building Renovations. International Journal of the Constructed Environment, Vol. 3, pp Clouston P, Schreyer A Experimental Evaluation of Connector Systems for Wood Concrete Composite Floor systems in Mill Building Renovations. International Journal of the Constructed Environment, Volume 2, Issue 1, pp Clouston P, Schreyer A Truss plates for use as shear connectors in laminated veneer lumbe r -concrete composite systems. Structures Congress, Las Vegas Clouston P, Schreyer A Design and Use of Wood- Concrete Composites. ASCE Practice Pe riodical on Structural Design and Construction, 13(4), pp Clouston P, Bathon L, Schreyer A Shear and Bending Performance of a Novel Wood- Concrete Composite System. ASCE Journal of Structural Engineering. 131(9), pp Clouston P, Civjan S, Bathon L Experimental Behavior of a Continuous Metal Connector for a Wood-Concre te Composite System. ForestProducts Journal. 54(6) pp
26 Design of Timber-Concrete Systems Ø Design for ultimate and serviceability limit state Rigid systems Assume no slip between concrete and timber Transformed section method Semi-rigid systems Acknowledge slip between concrete and timber Gamma method: Eurocode 5, Part 2
27 Rigid Systems Transformed sections b c b c (E c / E t ) s top s c = s top (E c / E t ) E c E t Neutral Axis b t b t s bottom s t = s bottom Transformed section (entirely timber) s c < allowable compressive strength of concrete s t < allowable tensile strength of timber
28 Semi-Rigid Systems Axial and bending stresses combine s c s b,c = + e s s t s b,t
29 σ i = f Ei Ai aikm EI ef σ b, i = 0.5 Eihi M EI ef ü Ultimate limit state: check maximum stresses for both timber and concrete, shear stress in wood, connector ü Serviceability: check short-term and long-term creep
30 Reference Documents for Design Comité Européen de Normalisation (CEN). (2004a). Design of timber structures Bridges. Eurocode 5: Part 2, Brussels, Belgium. Worked examples: v Ceccotti, A. (2002). Composite concrete-timber structures. Progress in Structural Engineering and Materials, 4(3), v Fragiacomo (2006). Long-term behaviour of timber-concrete composite beams. II: numerical analysis and simplified evaluation. ASCE Journal of Structural Engineering (1), v Clouston and Schreyer (2008). Design and use of wood concrete composites. ASCE Practice Periodical on Structural Design and Construction, 13(4),
31 The Design Building is the largest installation of TCCs in North America
32 Photo credit: A. Schreyer
33 Photo curtesy: L. Bathon
34 Photo credit: A. Schreyer
35 Photo credit: A. Schreyer
36 Photo credit: A. Schreyer
37 Photo credit: A. Schreyer
38 Photo credit: A. Schreyer
39 Photo credit: A. Schreyer
40 Photo credit: A. Schreyer
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42 Photo credit: A. Schreyer
43 Photo credit: A. Schreyer
44 Photo credit: A. Schreyer
45 Photo credit: A. Schreyer
46 Slotted-in steel plates with tight fitting dowels
47 Photo credit: A. Schreyer
48 Photo credit: A. Schreyer
49 Photo credit: A. Schreyer
50 Thanks! Contact: Dr. Peggi Clouston, PEng, MASc, PhD Associate Professor Department of Environmental Conservation
51 QUESTIONS? This concludes The American Institute of Architects Continuing Education Systems Course Peggi Clouston, PEng, MASc, PhD University of Massachusetts, Amherst,
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