tpf-5(188), evaluation of fiber reinforced composite dowel bars and stainless steel...
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providing engineering solut ions to improve pavement performance
TPF-5(188), Evaluation of Fiber Reinforced Composite Dowel Bars
and Stainless Steel Dowel Bars
Research Review Session
October 13, 2011
providing engineering solut ions to improve pavement performance
TPF-5(188) Project Team
• Technical Panel
– Roger Green, Ohio DOT (Chairman)
– Mark Gawedzinski, Illinois DOT
– Andy Gisi, Kansas DOT
– Barry Paye, Wisconsin DOT
– Max Porter, Iowa State University
– Paul Virmani, FHWA TFHRC
• Consultants
– Roger Larson and Kurt Smith, APTech
providing engineering solut ions to improve pavement performance
Project Background
• 1996 – FHWA Test and Evaluation Project 30 (TE-30)
• 1998 – ASCE HITEC Evaluation Plan
• 2002 – FHWA Alternative Dowel Bar Report
• 2003 – HITEC Evaluation Resumed (APTech)
• 2005 – HITEC Draft Interim Report
• 2006 – FHWA Updated TE-30 Technical Summary
• 2008 – TPF-5(188) Initiated
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TPF-5(188) Project Tasks and Schedule
Work Task Start End
1. Revise Draft Interim Report 10/17/08 5/1/09
2. Conduct Initial Web Conf 2/25/09 2/25/09
3. Execute Revised Eval Plan 5/1/09 7/1/11
4. Prepare Draft Final Report 1/1/11 6/14/11
5. Host Panel Meeting 6/20/11 6/20/11
6. Prepare Final Report 7/1/11 10/17/11
7. Provide Qtrly Progress Rpts -Each calendar qtr-
8. Conduct Close-out Mtg 10/13/11 10/13/11
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TPF-5(188) Evaluation Approach
• Revised Evaluation Plan (April 2009)
– No laboratory testing
Cores not full length specimens
– Field Testing of Alternative Dowel Bars
2009, 2010, and 2011 (Only OH & WI)
FWD testing at FRP, SS, and control joints
Chloride concentrations at top of dowel (ASTM C 1152 – Acid Soluble)
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TPF-5(188) Evaluation Approach (cont’d)
Coring – 6 in diameter cores
–FWD testing done before coring
–Cores: outer dowel, 6rd dowel, 8th dowel
–Photographs, visual examination
–Chloride level at top of dowel in core
Desirable versus minimum testing levels
Profile evaluation to get IRI (and faulting?)
– Field evaluation of 15-30+ year old epoxy-coated dowel projects
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Chloride Testing (ASTM C 1152) Acid Soluble Residue
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Ohio 2 (US 50, Athens) (constructed 1997-1998)
Nominal Design:
10-in JRCP
21-ft Joint Spacing
4-in open-graded base
Dowel Bars:
1.5-in Epoxy
1.5-in FRP
1.5-in SS Tubes
1.5-in SS Clad
71
70
50
Ohio 2
U.S. 50, Athens
Columbus
Athens
77
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Current Findings—Ohio 2
• Very low LTE’s on 1.5-in polyester resin FRP
• Intermediate LTE’s on Type 304 solid stainless steel or mortar filled stainless steel tubes and Type 316 stainless steel clad dowels (EB-1998 constr.)
• Relatively good performance of epoxy-coated dowels – major problem debonding of epoxy and rusting under coating but no loss of section
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OH 2 EB (Approach Joint)
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OH 2 EB (Leave Joint)
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OH 2 EB (Epoxy-Coated)
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OH 2 EB (Type 304 Stainless Steel Tubes)
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OH 2 EB (FRP Polyester Bars)
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OH 2 WB (Type 316 Stainless Steel Clad)
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Other Ohio Projects
71
70
50
Belmont County
Route 7
(constructed 1983)
1.25-in FRP Bars
Columbus
Athens
77
Wayne County
US 30
(constructed 2005)
Epoxy Dowels
FRP Bars
MMFX Bars
Zinc-Plated Dowels
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Current Findings—Other Ohio Projects
• Bel 7 (28 years – 1.25-in vinyl ester FRP and epoxy-coated dowels)
– Lower LTE’s but relatively good performance of FRP (poor LTE’s of full-depth repair with polyester resin FRP)
– Epoxy dowels LTE less than 70% - debonding of epoxy and some section loss
• US 30-Wayne Co. (2005, with DBI)
– Epoxy control, 2 sections, 7 and 6 joints; 3 MMFX joints; 3 zinc plated joints; 1 FRP Composite joint
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Investigation of Older Epoxy-Coated Dowel Projects—OH
• OH epoxy-coated dowel performance (14-28yrs)
– No apparent correlation between chloride content and corrosion
– Major problem delamination of epoxy coating and rusting and pitting of steel dowel – some loss of section
– Estimated service life 25-30 years
• Twelve cores of 1.25-in plastic-coated dowels
– Much better condition than epoxy coated after 33 years
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Ohio Older Epoxy-Coated Dowels (CUY-176, 14 yrs)
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Ohio Older Epoxy-Coated Dowels (BEL-7, 28 yrs)
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Ohio Plastic-Coated Dowels
71
70
50
Allen County
Route 81
(constructed 1978)
1.25-in Plastic-Coated Bars
Columbus
Athens
77
Summit County
Route 59
(constructed 1978)
1.25-in Plastic-Coated Bars
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Route 81, Allen County
Recovered Dowel Bar
Surface Condition
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Route 59, Summit County
Recovered Dowel Bar
Surface Condition
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Wisconsin 2 (Hwy 29, Owen) (constructed 1997)
Nominal Design:
11-in JPCP
17-20-18-19 ft Joints
Dense aggregate base
Dowel Bars:
1.5-in Epoxy
1.5-in FRP
1.5-in SS Tubes
1.5-in Solid SS
39
29 94
94 Milwaukee Madison
Abbotsford
Owen
Wisconsin 2
Highway 29 EB,
Owen to Abbotsford
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Current Findings—Wisconsin
• WI 2 (12 years)
– Support marginal > 10 mils
– Concrete quality poor at crack face
– FRP (3 types marginal LTEs – 60’s and 70’s) – 2 polyester and 1 vinyl ester
– Hollow Filled Type 304 SS good LTE
– Type 304 solid stainless steel <60% LTE (1 joint)- poor concrete quality at joint
– Epoxy control generally > 85%
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WI 2 (LTE vs. Dowel Type)
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WI 2 Faulting
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Investigation of Older Epoxy-Coated Dowel Projects—WI
• WI epoxy-coated dowel performance (12-33 yrs)
– FWD testing 4 locations
– Coring bit poor quality – Severe deterioration of crack face at joint
– 4 of 44 cores – no dowel(1) or dowel bar end in core (3) – inadequate embedment
– Corrosion not correlated to chloride content
– Extensive to moderate deterioration on projects 19 years or older
– Epoxy coating service life 20-25 years
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Chloride Concentration vs. Dowel Deterioration (Wisc)
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Wisconsin Older Epoxy-Coated Dowels (USH 18/151, 20 yrs)
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Wisconsin Older Epoxy-Coated Dowels (STH 67, 33 yrs)
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General Comments
• Very small sample represented (OH and WI)
• Joint deterioration a concern – concrete quality (see TPF-5(224) study)
• Need better documentation of dowel material properties – particularly FRP but also SS
• Other factors [perm base support, joint sealant, construction quality (consolidation, dowel embedment length, early curl/warping stresses, epoxy-coating quality and/or damage during installation)] are also important
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Summary and Recommendations
• Recommended testing approach involving
FWD testing and coring of joints appears
good. However, chloride content testing did
not correlate with corrosion observed on older
projects. Add coating thickness and knife-
coating adhesion test (see TRR 2220)
providing engineering solut ions to improve pavement performance
Summary and Recommendations (cont’d)
• LTE performance of 1.5-in polyester resin and
e-glass not acceptable. Larger diameter vinyl
ester resin and ECR-glass needed - Suggest
1.75-in for strong base support (unbonded
concrete overlays) and service life > 50 years.
Have AASHTO/ACI Materials Group develop
guide spec (Mateen Dowel spec available).
• Evaluation of Type 304 (solid or mortar filled
tubes) and 316 Stainless Steel clad dowels
inconclusive due to short evaluation period.
providing engineering solut ions to improve pavement performance
Summary and Recommendations (cont’d)
• Service life of epoxy coating on mild steel dowels appears to be in the 25-30 year range. For longer life pavements more durable coating required.
• Plastic-coated dowels (2 projects) showed better performance than epoxy-coated dowels
• Due to small sample size and confounding factors, recommendations are based on a subjective evaluation of test results and other published literature
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Draft Implementation Plan
• Evaluate long-term corrosion of epoxy-coated dowels (coring and FWD) in each state to determine corrosion protection performance.
• Use vinyl ester (not polyester) for FRP dowels – Have AASHTO/ACI Materials Group develop generic spec for long-life FRP dowels.
• Improve quality control checks of epoxy-coated dowels if continued to be used.
• Consider adopting plastic-coated dowels as standard on new projects.
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Other Relevant Research
• Iowa – Field and Lab studies • Caltrans – Lab and HVS • West Virginia – Lab and Field
– 2009 Final Report • Mn/DOT Lab and Field • Canada Lab and Field – Quebec Report 2011
– 10 year plan to evaluate use of fiber composite materials in reinforcing bars and dowels nearing completion
• CPTP Tech Briefs on Long-Life Pavements and FRP Bars in CRCP
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TPF-5(188)
• Final Report - Evaluation of Alternative Dowel Bar Materials and Coatings
• Data and related reports CD?
• Questions????
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