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1 RC RC
2 Bond Behavior Between Corroded Rebar and Concrete Ema KATO* Mitsuyasu IWANAMI** Hiroshi YOKOTA*** Hajime ITO**** Fuminori SATO***** Synopsis Port and harbor concrete structures suffer from the chloride attack that may cause deterioration of materials. For example, expansion of rebar due to corrosion may induce cracks in concrete and consequent fall of cover concrete. The material deterioration decreases structural performances. However, the relationship between the degree of rebar corrosion and structural performance has not been made clear. In this study, the relationship between the states of rebar corrosion and deterioration of bond property between rebar and concrete has been experimentally investigated. It was evaluated that the effects of degree of rebar corrosion and deterioration of bond property on tension stiffening and crack distribution of reinforced concrete member. The experimental results showed that the tension stiffening and crack distribution were influenced by deterioration of bond property between rebar and concrete depending on the cross-sectional loss of rebar. Non-linear FEM analysis focusing on the deterioration of structural performance was conducted. In the analysis, the cross-sectional loss of rebar and the deterioration of bond property obtained by the experiments were taken into account. As a result, the quantitative evaluation method of bond behavior between rebar and concrete was proposed in the analysis. Key Words: reinforced concrete, rebar corrosion, bond property, tension stiffening, crack distribution * Researcher of Structural Mechanics Division, Geotechnical and Structural Engineering Department ** Senior Researcher of Geotechnical and Structural Engineering Department *** Head of Structural Mechanics Division, Geotechnical and Structural Engineering Department **** Trainee of Structural Mechanics Division, Geotechnical and Structural Engineering Department ***** Former Trainee of Structural Mechanics Division (Maeda Corporation) Nagase, Yokosuka, Japan Phone Fax katoh-e@pari.go.jp - 2 -
3 * ** *** **** ***** * ** *** **** ***** Fax katoh-e@pari.go.jp - 3 -
4 AE (1) 200mm 150mm2000mmD mm1250mm 2150mm 75mm2 W/C (kg/m 3 ) G max s/a (%) W C S G SP C:S:G:SP:AE (N/mm 2 ) (N/mm 2 ) (N/mm 2 ) (N/mm 2 ) (N/mm 2 ) (N/mm 2 ) D D
5 D19 SD a) b) D6 75 :mm
6 (2) 8.5A/m 2 100mm 100mm % 100mm (%) R 2 = mm 75mm mm Qi mm 75mm
7 (kn) % 0.8% 2.5% 2.7% 5.3% 10.2% (µ) (N/mm 2 ) % 0.8% 2.5% 2.7% 5.3% 10.2% (µ) RC (1) 2000µ 0.0% (2) (1) σ c,av P As,av Esε av = (1) A c σ c,av P A s,av E s ε av A c (1) (1) (3) - 7 -
8 N 0 N cor,n 2000µ w 0 w cor,n % 5.3% 10.2% RC 10.2% (kn) N Ncor, n cor,n / N0 / N (µ) (%) w wcor, n / w0 cor,n / w 0 (2)(1) 10% 75mm 75mm 1300µ 150mm 12.0% 75mm 1500µ
9 (kn) (N/mm 2 ) % -10.2% 150mm-12.0% 75mm-10.1% (µ) -0.0% -10.2% 150mm-12.0% 75mm-10.1% (µ) 10% 75mm (J/m 3 ) mm 75mm (%) (2) W = ( σ ε ) (2) b c,av av W b σ c,av ε av 5.3% mm100mm1000mm 1 D19-9 -
10 5% σ n f t σ i ε cr ε i ε f αn f t 50mm (3) ( α ) n ( ε i cr ) ft log σ n = exp ε ε f ε n (3) ε cr ε f 2000µf t α n ε f % von Mises 0.1mm h
11 τ (N/mm 2 ) (kn) h γ (10 6 ) S 5.3% 0.0% 0mm 0.0% Gs150 tmax75 5.3% 1.0mm 5.3% GS60 tmax50-5% (µ) S γ(4) (5) S γ = (4) h τ = G s γ (5) γτ 5.3% 2001 G s G s τ 5% 5.3% 33% G s 60% G s 1) 2) 3) 4)
12 RC No.978 No.6 pp Vol.13, No.2, pp RC No No RC No.402/V-10, pp Qi, L., 1999 Vol.21, No.2, pp pp Vol.23, No.3, pp No.50, pp
13 0.8% 2.5%
14 2.7% 5.3% 10.2%
15 150mm12.0% 75mm10.1%
16 (%) (mm) (mm) (mm) (%) (mm) (%)
17 150mm 75mm (mm) (mm) (%) (mm) (%) mm 75mm (mm) (%) (mm) (%)
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