Timber Bridges. Kjell Arne Malo. NTNU, Department of Structural Engineering
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1 Timber Bridges Kjell Arne Malo NTNU,
2 Wood as structural material Strength: Material strength: f ~ 20 to 40 MPa (tension compression) Structural strength: A*f, W*f. A and W are large. Stiffness: Material stiffness: E ~ MPa Structural stiffness: E*A, E*I. A and I are large. Dimensional changes: Temperatur changes: mm/(m and K) (40 % of steel) Moisture changes: Along grain: 0.1 mm / (m and %) Normal grain: 2 mm / (m and %) 2 Norw. Univ. of Science & Tech.
3 Durability of Timber Structures? Hopperstad Stave Church, Vik, Norway: Built 1130 Kjell A. Malo,
4 Background durable timber bridges Norway: existing bridges 400 in planning/construction 300 timber bridges after 1996 Timber bridges: Crossing of roads and rivers Full traffic load or pedestrian Wood: 1000 m 3 / bridge? Future: Existing bridges need replacement or renovation Less maintenance costs Less environmental costs Minimum closing time Most spans: m Considerable market potential for timber bridges 4
5 Today Fretheim bridge (Flåm): Copper cladding on the top faces Ventilated venetian blinds side faces Preservatives Fretheim bridge, Flåm, Norway, (photo: SWECO) General durability issues: Keep water out of wooden material (moisture content < 18-20%) Suspectible points: upward surfaces, cracks, around details, in connections Free end grains: Rapid transport of liquid water Covered 5
6 Environmental friendliness 1 kg wood stores about kg CO 2 1 m3 wood stores in Spruce 700 kg CO 2 (810 kg Pine) Only relevant building material with positive CO 2 impact Poisonous preservatives > environmental friendly? Creosote stop in 2018? Less reliance in preservatives Dep. Structural engineering 6 Kjell A. Malo
7 Background: Durable timber bridges Tynset bridge, Norway (photo: K. A. Malo) To-day: Free span < 80 m Many connections Preservatives Wood or concrete deck Labor - Wood consumption? No tool for evaluation of durability Future - timber bridges? Most span m? No toxic preservatives? Life time: > 100 years Low maintenance costs Documented environmental impact Quick installation on site 7
8 International project initiative: Project name: Durable Timber Bridges (DuraTB) Financing (Budget ~ 17 mill NOK): ERA-NET+ EU FP7 Wood Wisdom call 2013 Partners Sponsors Participating countries: Norway Sweden Finland USA Kjell Arne Malo 8 Norw. Univ. of Science & Tech.
9 20 Partners: Norway: NTNU, SVV (NPRA), Moelven Limtre AS Sweden: Lund University, SP, Svenska Trafikverket, Moelven Töreboda AB, Martinsons Träbroar AB, Limträteknik AB Finland: VTT, Aalto University, Finnish Transport Agency, RT (Finnish construction industry), Finnish Wood Research, Versowood OY, Late-Rakenteet OY, Metsäwood OY, City of Espoo, City of Helsinki USA Forest Products Laboratory (US federal goverment body) Kjell Arne Malo 9 Norw. Univ. of Science & Tech.
10 DuraTB: Overall objective of the project: To develop durable timber bridges with a given estimated technical lifetime. Dep. Structural engineering 10 Kjell A. Malo
11 Durable timber bridges 11
12 Scientific and technological objectives: To develop an exposure model related to risk of decay validated for a given set of timber bridges. To develop a performance model relating microclimate representative for wooden bridge elements to the risk of their decay To develop a methodology to account for uncertainties in service life design of timber bridges To develop a set of design concepts for durable timber bridges in the span m. To develop splicing technology for massive block-glued glulam crosssections for bridges. To improve the performance of stress-laminated wooden deck and details of wooden deck-plates. To develop fatigue strength criteria for axial threaded rod (screw) connectors. To develop design integrated maintenance concepts for timber bridges. Kjell Arne Malo 12 Norw. Univ. of Science & Tech.
13 DuraTB (coordinator: NTNU) WP Task 1 Coordination 1.1 Project management 2 Performance based service life design of timber bridges 2.1 Collection of field data from existing instrumented bridges 2.2 Development of climate exposure model for bridge structures 2.3 Tests of climate exposure (moisture content, temperature) in structural details 2.4 Development of suitable dose-response model for fungal decay 2.5 Methodology for service life design of bridges 3 Hygro-thermal effects in wooden members 3.1 Numerical models (FEM) relating rain, spray, RH, T, to distribute material climate effects in members 3.2 Moisture distribution, moisture induced stress and risk of cracking in members and connections 4 Design concepts for durable timber bridges 4.1 Wooden bridge decks 4.2 Design concepts for short to medium span bridges 4.3 Design concepts for medium to long span bridges 4.4 Splicing of large glulam members 4.5 Fatigue of axial-carrying connectors in wooden members 4.6 Performance evaluation of design concepts (structural performance, lifetime, LCC, LCA) 4.7 Maintenance practices and repair techniques for extending service life of timber bridges. 5 Dissemination 5.1 Produce a book or report on design of durable timber bridges 5.2 Arrange open workshops 5.3 Prepare proposals to CEN TC 250 SC5 to the new generation of EN Timber bridges 5.4 Publication scientific papers, journals and conferences Kjell Arne Malo 13 Norw. Univ. of Science & Tech.
14 Durable Timber Bridges DESIGN concepts Dep. Structural engineering Norw. Univ. of Science & Tech 14 Design without moisture traps No connections on exposed top and side faces Abutment and supports Pre-stressed timber decks Network arch: Span m Wooden arch and deck Steel hangers Wood consumption: Inrease, due to few connections Decrease, due to network arch concept Girder-deck-plates composites (10 30 m): Wood or concrete deck Timber girders Kjell A. Malo, kjell.malo@ntnu.no
15 Arch bridges Different types of arch bridges Bridge part prefabrication limitations: Transport Chemical treatment Max. Element length 30-35m 15
16 Arch bridges Tynset bridge, Norway (photo: K. Bell) Truss-work type arches: Use of truss connections as mounting connection Connections in truss exposed to axial forces Bridges with vertical hangers: Vertical hangers point load in the arch Large moment action in the arch 16
17 Issues Sideway stability Slender arch need sideway support Connection at support clamped? Wind bracing at the top of arches force transfer to the support (Tynset bridge no horizontal forces transfer from arch to the deck) Small spans prestressed decks carry horisontal forces Small spans hangers replaced by rigid portal frames; increased transverse stability Footbridge, Tromsø, Norway (photo: SWECO) 17
18 Massive arch bridges Inclined hangers Inclined hangers Traffic loading: Heavy loading in skew position Vertical hangers: loading as point loads; results in large moments in arch Remedies: network arch bridge with inclined hangers; moment action reduction: roughly one quarter vertical displacement reduction: nearly one sixth 18
19 Stability of network arch The two lowermost buckling modes for an arch; hangers in one plane Network arch with double hangers in spoked wheel configuration 19
20 Stability of network arch (L + δl) 2 = a 2 + R 2 + 2aR sin α Fig. Lateral stiffness from spoked wheel configuration Where: L length of hangers δl elongation a half distance of hangers a a a fastening points angle of rotation R radius of rotation ε = 1 + 2aR a 2 sin (α) 1 + R2 ε = r r 2 +1 Fig. Strain in hanger Where: r = a/r geometric ratio 20
21 Bridge with spoked hangers concept study Conceptual design Combination of network arch and light-weight deck in long timber bridge concept Network arch with inclined hangers Numerical analysis (full and scaled) and experimental model (scale 1:10) Eurocode requirements Design requirements Free span of 100m 2 lines of road traffic Width 10m Glulam circular arches Inclined network hangers Spoked hangers configuration Tension tie No wind truss between arches Timber stress laminated deck Anna W. Ostrycharczyk 21
22 Scaled laboratory model Experimental model in scale 1:10 22
23 Scaled laboratory model Support conditions; hinged in the plane of the arch, transversely rigid 23
24 Scaled laboratory model Fastening of hangers to the wooden arch Anna W. Ostrycharczyk 24
25 Structural behaviour of the bridge Parameters for evaluation Stiffness Mass distribution Eigenfrequencies and vibrational modes Acceleration levels Damping characteristics Scaled model of the deck Amount of wood material in the timber deck is roughly twice of that in the arches Measured self weight kg Stress-laminated deck height is 98 mm Pre-stressed to nominal stress of 1.0 MPa 25
26 Dymanic behaviour of the deck Measured vibrational modes in vertical direction, experimental model of timber deck Numerically obtained vibrational modes in vertical direction of timber deck 26
27 Dymanic behaviour of the deck Measured damping, modes and frequencies compared to numerically obtained frequencies Mode Measured frequency [Hz] Numerical frequency [Hz] Measured damping [%] Vertical Vertical Vertical Horizontal Comment stress-laminated deck behaves like a massive wooden block pre-stressing is sufficient 27
28 Vertical vibrations of the deck Mode shapes with deck vibrating in vertical direction M o d e Experimental model scale (1:10) Frequency [Hz] Numerical model scale (1:10) Frequency [Hz] Numerical model full scale (1:1) Frequency [Hz] 1 none 26,5 2, ,5 24,7 2, ,5 42,2 3,99 28
29 Horizontal vibrations of the deck Mode shapes with vibrations mainly in horizontal direction Mode Numerical model scale 1:10 Frequency [Hz] Numerical model full scale(1:1) Frequency [Hz] Horizontal deck impact Measured experimental model 1:10 ; Frequency: [Hz] 1a b
30 Conclusive remarks Network arch bridges are Competitive Very stiff in the plane of the arches It is possible to use this concept to build long bridges without the need for truss-work for wind forces or stability, by using hangers in a spoked configuration Reduction of moment action in arches due to better load distribution Acknowledgements This work has been made possible by a project grant gratefully received from The Research Council of Norway (208052) and financial and technical support from The Association of Norwegian Glulam Producers, Skogtiltaksfondet and Norwegian Public Road Authorities. 30
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