jerome s. o’connor, p. e. executive director, ibe · 2015 nys local bridge conference . education...
TRANSCRIPT
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Jerome S. O’Connor, P. E. Executive Director, IBE
2015 NYS Local Bridge Conference
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Education Professional Engagement
Research
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IBE Mission … to educate the next generation of bridge engineers and to perform problem-focused research to enable the design and construction of reliable, cost-effective and environmentally sustainable bridges
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Education Options
Professional Development Advanced Certificate 12 credits
Master of Science 30 credits
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Sample Courses • Bridge Foundations • Design of Steel Bridges • Design of Prestressed Concrete • Seismic Isolation • Earthquake Engineering & Foundation Dynamics • Bendable Concrete • Structural Reliability and Safety • Finite Element Analysis • Wind Engineering • Bridge Management & Public Policy • Emerging Technologies in Bridge Engineering
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Composite Bridge Decking for Moveable Bridges
A Highways for LIFE Project Technology Partnership
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Single-leaf bascule over Erie Canal
Moveable bridges
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Fixed bridges
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Composite Bridge Decking
• light weight • corrosion resistant • fatigue resistant • solid surface • noise reduction • bicycle friendly
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Problems with early decks
1. Suppliers have used proprietary systems 2. Decks have not been maintenance free.
• critical “details” • wearing surface
3. Initial material cost is higher than alternatives.
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West Virginia 2003
5” thick FRP 25 psf 0
50
100
150
FRP Concrete
psf
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Hybrid UB-Deck
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Hybrid UB-Deck
• Panel stiffness leads to good performance • Non-proprietary • Durable wearing surface
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Hybrid Superstructure
2004 Erie County
concrete FRP
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Hybrid Superstructures
2006 Steuben County
2007 Chautauqua County concrete
FRP
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SD
OR
CA
NV UT
AZ
CO
NM
TX (SME)
OK
LA
MO
IL
WI
MN
WA
MI
IN OH
PA
NY
TN
MS AL GA
SC
FL
NC
VA MD DC
DE
ME
MA
NH VT
KY
CT IA
WV
ID
ND
NJ
MT
KS
WY
NE
AR
RI
AK
HI
Member’s Home State
Technical Advisory Panel
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Art Yannotti, NYSDOT
Needs Assessment
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Hybrid UB-Deck
Tube
4½”
Fiber architecture
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Hybrid UB-Deck
Vacuum-assisted resin transfer molding
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Hybrid UB-Deck
Empty
Top filled
Alternating fill
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Features 1. Non-proprietary 2. Hybrid materials 3. Reliable wearing surface 4. Proven system (joints, connections, railing) 5. Fire tested 6. Redundancy 7. Versatility
Finished panel depth = 5 3/8”
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Especially Appropriate for o Moveable bridges o Historic bridges o ‘Light’ designs o Posted bridges
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Cross Slope & Haunch
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Deck Weight
Other alternatives Steel grating 17 - 55 psf Filled grating 70 – 100 psf Exodermic 50 – 75 psf
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Testing 1. Material coupon Testing 2. Tube Testing 3. Panel Testing
Flexure Fatigue Ultimate Shear
4. Connection Tests Railing post-deck panel Panel-to-panel Panel to beams
5. Fire Test 6. Field Test 7. FEA
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Coupons (material properties)
Testing
ASTM D3039 / D3039M -08 Tensile Properties of Polymer Matrix Composite Materials
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Tubes (building block)
Testing
Slippage of non-shrink duct grout
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Panel Testing (various fills)
Panel #5-epoxy-WSD
Panel #6-epoxy-WSU
Epoxy grout provides 34% greater stiffness
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Flexure results (consistent, linear behavior)
10 feet
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1 million cycles at design load level with no stiffness degradation
Fatigue Testing
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Ultimate failure: 10-ft span
Strength I load level
Service load level
Ultimate strength of the panel
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Fire Test
by: NGC Fire Testing Buffalo, NY
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Fire Testing
The panel sustained a temperature of 1,500◦F for 20 minutes with a superimposed load of 1,600 lbs w/ minimal deflection
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Tube-to-tube bond
“Detail” Testing
Capacity = 35.6 kip (local buckling load) while deforming at 0.09 in. at the mid-point of panel bottom plane.
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Field Joints
“Detail” Testing
(shown inverted)
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Wearing Surface • pull-off test per ASTM D-7522 • fatigue
“Detail” Testing
• Pull-off test: average adhesive-epoxy bond = 825 psi
• Fatigue: no evidence of debonding
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Railing Post
“Detail” Testing
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40
Railing Post
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Railing Post
Failure mode: punching of the back plate into the FRP
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August 2012 Installation
12 panels were placed using clip/bolt connection
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August 2012 Installation
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Field Load Test
• Two tri-axle dump trucks were used (35 ton) • Static and dynamic tests; strain, deflection of
FRP deck and steel girders under 1 or 2 trucks
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45 Maximum mid-span deflection for steel girders meets AASHTO limit (L/800)
Field Load Test
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46 Maximum mid-span deformation on FRP deck (300 µe, 2% of ultimate strength) occurred with truck center axle at midspan
Field Load Test
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UB-Deck Finite Element Analysis
.
Dr. Amjad Aref’s 3-D FE model correlates well with actual performance.
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3 years of service to date
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• Performance: The demands of strength, stiffness, mechanical connections and fire performance were met.
• Weight is extremely attractive. • Predictable behavior • Cost is still initially higher than conventional
materials but will likely save expense over the life of bridge.
• Accepted by FHWA as a proven technology
UB-Deck Conclusions
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www.buffalo.edu/bridge