Steel Free Hybrid Reinforcement System for Concrete Bridge Decks ...

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TECHNICAL REPORT DOCUMENTATION PAGE 1. Report No. 2. Government Accession No. 3. Recipient's Catalog No. OR06-014 4. Title and Subtitle 5. Report Date Steel-Free Hybrid Reinforcement System for Concrete Bridge Deck May 2006 6. Performing Organization Code University of Missouri-Columbia (UMC) and University of Missouri-Rolla (UMR) 7. Author(s) 8. Performing Organization Report No. Vellore S. Gopalaratnam, John Meyer and Kenny De Young – UMC Abdeldjelil Belarbi and Huanzi Wang - UMR 9. Performing Organization Name and Address 10. Work Unit No. University of Missouri-Columbia Dept. of Civil and Environmental Engineering 11. Contract or Grant No. E2509 Engineering Building East Columbia, Missouri 65211-2200 University of Missouri-Rolla Dept. of Civil, Architectural and Environmental Engineering 1870 Miner Circle Rolla, Missouri 65409 12. Sponsoring Agency Name and Address 13. Type of Report and Period Covered Missouri Department of Transportation Final Report, June. 2002 – Dec. 2005 Organizational Results 14. Sponsoring Agency Code P. O. Box 270-Jefferson City, MO 65102 MoDOT 15. Supplementary Notes The investigation was conducted in cooperation with the U. S. Department of Transportation, Federal Highway Administration. 16. Abstract Use of nonferrous fiber-reinforced polymer (FRP) reinforcement bars (rebars) offers one promising alternative to mitigating the corrosion problem in steel reinforced concrete bridge decks. Resistance to chloride-ion driven corrosion, high tensile strength, nonconductive property and lightweight characteristics make FRP rebars attractive. However, there are design challenges in the use of FRP reinforcement for concrete including concerns about structural ductility, low stiffness, and questions about their fatigue response and long-term durability. The report presents results from a three-year collaborative investigation conducted by the University of Missouri-Columbia (UMC) and the University of Missouri-Rolla (UMR). Details of the investigation, results and discussions from static and fatigue studies are presented including experimental programs on bond, flexural ductility, accelerated durability, and full-scale slab tests. Based on the results from this investigation, the use of a hybrid reinforced concrete deck slab is recommended for field implementation. The hybrid reinforcement comprises a combination of GFRP and CFRP continuous reinforcing bars with the concrete matrix also reinforced with 0.5% volume fraction of 2-in. long fibrillated polypropylene fibers. A working stress based flexural design procedure with mandatory check for ultimate capacity and failure mode is recommended. 17. Key Words 18. Distribution Statement Bridges Fatigue Behavior Fiber Reinforced Concrete Fiber Reinforced Polymer Testing Steel-Free Bridge Deck No restrictions. This document is available to the public through National Technical Information Center, Springfield, Virginia 22161 19. Security Classification (of this report) 20. Security Classification (of this page) 21. No. of Pages 22. Price Unclassified Unclassified 274 Form DOT F 1700.7 (06/98)
FINAL REPORT RI02-002 Steel-Free Hybrid Reinforcement System for Concrete Bridge Decks Prepared for the Missouri Department of Transportation Written by Vellore S. Gopalaratnam (PI) Professor of Civil Engineering John Meyer and Kenny De Young Graduate Research Assistants University of Missouri-Columbia and Abdeldjelil Belarbi (PI) Distinguished Professor of Civil Engineering Huanzi Wang Graduate Research Assistant University of Missouri-Rolla May 2006 The opinions, findings and conclusions in this report are those of the authors. They are not necessarily those of the Missouri Department of Transportation, the US Department of Transportation or the Federal Highway Administration. This report does not constitute a standard, a specification or regulation.
Page 1: . . . . . . . . . . . . . . . . . .
Page 5 and 6: EXECUTIVE SUMMARY New materials and
Page 7 and 8: 3.4.1 Flexural-Sensitive Beam Speci
Page 9 and 10: LIST OF FIGURES Fig. 2.1 Direct pul
Page 11 and 12: Fig. 4.32 Fig. 4.33 Fig. 4.34 Fig.
Page 13 and 14: control as well as monitoring of th
Page 15 and 16: Table 8.1 Summary of Design Moments
Page 17 and 18: f GFRP allowable stress in the GFRP
Page 19 and 20: 1. INTRODUCTION 1.1. BACKGROUND AND
Page 21 and 22: continuous reinforcing bars, or com
Page 23 and 24: pitting of steel bars results from
Page 25 and 26: ehavior under different cover thick
Page 27 and 28: 2. BACKGROUND INFORMATION 2.1 BOND
Page 29 and 30: This test method has several disadv
Page 31 and 32: of the behavior of the FRP. A numbe
Page 33 and 34: applying tension to the reinforcing
Page 35 and 36: each of the two types of GFRP, alon
Page 37 and 38: second specimen was tested to 1,000
Page 39 and 40: of failure, bond strength can be ma
Page 41 and 42: The bar that had been exposed for 8
Page 43 and 44: modeled one-dimensionally. At the o
Page 45 and 46: The one bar-scale model presented b
Page 47 and 48: esistance to crack growth in the ha
Page 49 and 50: place forms made of concrete precas
Page 51 and 52: perpendicular to the main reinforce
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X = the distance in feet from load
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where A=effective tension area, in
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E=the effective length of slab resi
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d c = Dist. From extreme tension fi
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The unfactored wheel loads placed o
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The cover of the bottom of the cast
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AASHTO AASHTO LFD LRFD MODOT NOTES
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2.4 DUCTILITY REALTED ISSUES FOR FR
Page 69 and 70:
Based on experimental data, Vijay a
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Figure 3.1 GFRP Tensile specimen wi
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Two test configurations were used f
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correlation has been observed betwe
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3.3.1.2 Test Specimens Test specime
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This kind of specimen is not repres
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Figure 3.7 Casting operations for t
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Figure 3.9 Close-up photograph of m
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flexural beams were tested at UMC.
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Table 3.5 Flexural ductility test s
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Table 3.6 Experimental program for
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Data were recorded using a customiz
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thick and 1.5 in. wide stainless st
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The third slab used a hybrid reinfo
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Table 3.9 Reinforcement and spacing
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4. STATIC AND FATIGUE BOND TEST RES
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condition not exhibiting in real st
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u√f`c(MPa/√MPa) 3.2 2.8 2.4 2 1
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the loss of chemical bond, the curv
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of the embedded area had large bond
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Slip (in.) 0 0.2 0.4 0.6 0.8 1 1.2
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negligible mechanical bearing. Only
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were not in full contact because of
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specimens without fatigue loading,
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110.00% 100.00% 90.00% 80.00% 70.00
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approximated by f ct = 6. 8( f c '
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42 was obtained. As mentioned previ
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FRC Plain d) Crack patterns in #4 G
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4FC3 Pullout N/A 4FG1 Splitting 0.0
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I.D. Ultimate Bond Strength u (psi)
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4.3.2 Theoretical Prediction of Bon
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e be be le C (a) Schematic pullout
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By assuming the concrete strength o
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esponse until failure is initiated.
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the bond specimens with respect to
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typical load - end slip response fo
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18 Deflection (mm) 0 1 2 3 4 5 6 7
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14 12 Deflection (mm) 0 2 4 6 8 10
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4.4.2.3 Stiffness Degradation Speci
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110 Number of Cycles 0 20,000 40,00
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10 9 Deflection (mm) 0 1 2 3 4 5 6
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• Different bond mechanisms were
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index could be increased by as much
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0.4M u 0.8M u (a) VF4G (FRC beams)
Page 157 and 158:
Table 5.1. Cracking moment and aver
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due to inadequate bond between the
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Moment (kN.m) 50 45 40 35 30 25 20
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As shown in Figures 5.5 through 5.7
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Specimen I.D. (1) Table 5.4. Compar
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m kN. ( n e Mom Deflection (in.) 0
Page 169 and 170:
Based on the information provided b
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55 50 VP4C VP4C 450 45 400 40 VF4C
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Figure 5.18. Typical failure mode P
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Value used in this study Figure 5.1
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In the following sections, ductilit
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55 Curvature (1/in.) 0 0.0005 0.001
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6. ACCELERATED DURABILITY TEST RESU
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system, temperatures were varied fr
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observation was made by Tannous and
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6.3.1.2 Effect of environmental con
Page 189 and 190:
3 Slip (in.) 0 0.1 0.2 0.3 0.4 0.5
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1.4 1.2 Slip (in.) 0 0.1 0.2 0.3 0.
Page 193 and 194:
Slip (in.) 0 0.05 0.1 0.15 0.2 0.25
Page 195 and 196:
After specimens had been subjected
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% Reduction of Design Bond Strength
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freezing-and-thawing cycles, damage
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Coated with Epoxy Solution Ingress
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ebar chairs were placed. This is ex
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concrete beams and from 4% to 8% fo
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55 50 Deflection (in.) 0 0.2 0.4 0.
Page 209 and 210:
Table 6.3 Beam durability results f
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55 50 DP8G VP8G 450 45 40 DP8G 400
Page 213 and 214:
Figure 6.31 Comparison of Ultimate
Page 215 and 216:
I.D. Table 6.7. Ductility index usi
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55 50 Curvature (1/in.) 0 0.0002 0.
Page 219 and 220:
• With the addition of polypropyl
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shows the electronic test control f
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North Box Girder Support LVDT 1 Pot
Page 225 and 226:
Figure 7.6 Stress contours on the u
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as these, it is not possible to eli
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potentiometers). The inset shows lo
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loops observed near zero load is ty
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GFRP/CFRP reinforced slab does as w
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More than a characteristic of the c
Page 237 and 238:
Figures 7.18 and 7.19 show schemati
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profile of lower reinforcement mat)
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while a check of ultimate capacity
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Load Modifier The structure is duct
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(a) Truck Loads (multiple presence
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(d GFRP − c) ε GFRP = ε c , and
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the transverse CFRP reinforcement o
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0.003 0.85 f’ c c a=β 1 c C ε C
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unrealistic based on results of ser
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parameters are identical to the one
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spacing of at least 10 in. in the t
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values. The bond specimens with a p
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• CFRP reinforced specimens exhib
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GFRP bars can be used exclusively f
Page 265 and 266:
ASTM C 1543-02, “Standard Test Me
Page 267 and 268:
CAN/CSA-S6-00, 2000, “Canadian Hi
Page 269 and 270:
Deflection,” Technical Report, De
Page 271 and 272:
Mashima, M., and Iwamoto, K., 1993,
Page 273 and 274:
Status of the Nation's Highways, Br
Page 275:
Table AI-3: Results From Compressio
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