A2, Vol. 69, No. 2 Vol. 16, I_237-I_246, Analytical Investigation of Shear Force Distribution of Perfobond Strip with Plural Perforations * ** *

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1 A2, Vol. 69, No. 2 Vol. 16, I_237-I_246, 213. Analytical Investigation of Shear Force Distribution of Perfobond Strip with Plural Perforations * ** *** **** ***** Noriyuki KUBO, Takeshi SAKAI, Shinji OHGUCHI, Ikuhiro UMEHARA and Akinori NAKAJIMA * ** *** IHI **** ***** In this paper, three dimensional FEM analysis is conducted referring the experimental results about the shear strength distributional property of perfobond strip having plural perforations. Results of the FEM analysis are also compared with the experimental ones. In this analysis, the analytical conditions are refined focusing on the stress-strain relation of concrete, boundary condition of the steel plate and the surrounding concrete, treatment of the reinforcing bars and so on and most suitable case is found to reproduce the experimental results averagely. Moreover, the shear force-relative slip relation, the shear strength distributional property along the longitudinal perforation and the strain behavior of the steel plate by the FEM analysis are investigated and these results show almost similar tendency as the experimental ones. Key Words: hybrid structure, PBL, concrete, non-linear analysis PBL 1) 2) FEM 1 2) 1~3 6 FEM FINAL version11 Case-5 Z I_237

2 Y X 1 mm A1 A2 A B H1 H2-1 1 H3 H 4 6 t D1 D (a) (b) 4 Z (a) X Y (b)xy () 5 mm C1 C2 h1 h2 h h /4 mm 13mm 13mm ~3 I_238

1 82 2 962 3 14122 4 5 1/4 4(b) (Z ) (X,Y ) (N/mm 2 ) t / F t 1.8.6.4.2 (a) (.75,.25) F t /G F (b) 7 6 (1) c t G F E (1)~(3) d max 25mm t =.

3 /4 4(b) (Z ) (X,Y ) (N/mm 2 ) t / F t (a) (.75,.25) F t /G F (b) 7 6 (1) c t G F E (1)~(3) d max 25mm t =.33 c 3) (N/mm 2 ) (1) G F = 1(d max ) 1/3 c 1/3 (N/m) (2) E = (.114 c.582) 1 5 (kgf/cm 2 ) (3) c 35.6 N/mm 2 t 1.97 N/mm 2 G F 4) N/mm E27, N/mm 2.2 7(a) Ahmad 5) 8 6) 7(b) 4) (2) 36 N/mm 2 38 N/mm N/mm 2, N/mm 2.3 2% 9 () 8 σ (N/mm 2 ) ε (μ) 9 I_239

δ1 δ2 Case No. Case 2 1 1 δ δ1δ2 step/1mm δδ1δ2 2 34 2 (1)Case-1 11(a) 11(b) 2).247 N/mm 2 /mm.148 N/mm 2 2.4% 4.

4 δ1 δ2 Case No. Case δ δ1δ2 step/1mm δδ1δ (1)Case-1 11(a) 11(b) 2).247 N/mm 2 /mm.148 N/mm 2 2.4% 4.1N/mm 2 33,6 N/mm 2 (2)Case-2 Case-1 6) ) 4 3 Case (a) σ V (kn) 1 H=48mm δ (mm) (b) (H) C=.2 C=.4 C=1. H=32mm H=16mm (1)1.97 N/mm 2 7) 12 C 1. (3)Case-3 Case-2 (3) 27,N/mm 2 4) (4)Case-4 Case-3 5(b) Z XYZ ε I_24

5 (5)Case-5 Case-3 8 (6)Case-6 4 Case-3 u 8) 1.92 N/mm , (1)Case mm (2)Case-2 Case-1 Case-1 (3)Case-3 (4)Case-4 Case-3 (5)Case-5 Case-3 (6)Case-6 4 (kn) (kn) Case-2 Case-1 Case-3 Case-5 Case-4 δ (mm) Case-3 Case-1 Case-4 Case-2 Case-6 Case Case-3~5 Case-3 Case-5 Case-5 Case-1 Case-2 Case-3 Case-4 Case-5 δ (mm) Case-1 Case-2 Case-3 Case-4 Case-5 Case-6 4. Case-5 1~6 I_241

6 (kn) (a) 1 (b) (kn) 2 1 δ (mm) (kn) δ (mm) (a) 3 (b) (kn) δ (mm) δ (mm) (kn) (kn) δ (mm) ~17 9 9) 1mm δ (mm) (a) 5 (b) kn 127 kn 12 kn 112 kn 82 kn kn 196 kn 189 kn 221 kn 164 kn kn 291 kn 332 kn 336 kn 246 kn kn 156 kn 138 kn 137 kn 164 kn kn 287 kn 281 kn 283 kn 328 kn kn 454 kn 444 kn 44 kn 493 kn kn 127 kn 12 kn 112 kn 82 kn kn 98 kn 95 kn 111 kn 82 kn kn 97 kn 111 kn 112 kn 82 kn 19 kn 17 kn 18 kn 112 kn 82 kn kn 156 kn 138 kn 137 kn 164 kn kn 144 kn 141 kn 142 kn 164 kn kn 151 kn 148 kn 135 kn 164 kn 134 kn 1 kn 142 kn 138 kn 164 kn mm 8.2 mm 5.8 mm.8 mm 1.3 mm mm 1.3 mm 1.5 mm 1. mm 1.3 mm mm 5.6 mm 5.4 mm 2.2 mm 1.3 mm mm 3.8 mm 5.2 mm.9 mm 3.6 mm mm 3.9 mm 6.7 mm 1.8 mm 3.6 mm mm 5.2 mm 4.5 mm 4.1 mm 3.6 mm (1) 1,3, % 76% 1 1% 5 3 1,5 15(a)~17(a) I_242

7 (2) 2,4, % 115% % 5 6 2,4 15(b)~17(b) 4,6 18~19 2~ ~ (1) 18~19 6 (2) 6 3,4 8 % 7 % 6 % % 4 % 3 % 2 % 1 % % (kn) % 7 % 6 % % 4 % 3 % 2 % 1 % % (kn) % 69 % 66 % % 37 % 31 % 34 % % 46 % 53 % % 39 % 33 % 25 % 29 % 28 % 21 % 22 % 22 % 33 % % 62 % 62 % % 39 % 38 % 39 % % 45 % 48 % 47 % 36 % 32 % 32 % 32 % 31 % 23 % 2 % 22 % 33 % 5,6 I_243

8 (kn) (kn) 1 11kN 14kN (kn) kN 11kN (kn) kn kn 135 kn 125 kn 111 kn 67 kn 61 kn 64 kn 111 kn 171 kn 154 kn 163 kn 131 kn kn 73 kn 98 kn 94 kn 78 kn 64 kn 71 kn 111 kn kn kn 178 kn 173 kn 142 kn 17 kn 19 kn 18 kn 142 kn 195 kn 218 kn 26 kn 145 kn kn 145 kn 142 kn 125 kn kn 91 kn 95 kn 133 kn (3) 2~21 1/ ~21 (2) 22~ ,6 17 5,6 153μ 5 1,~3,μ 6 4,~5,μ 5 8,μ 6 2,μ 4 5 5,6 (3) I_244

9 Case (kn) (kn) (kn) 2 1 1,4 1, ε (μ) 2 1 2,5 2, ε (μ) 2 1 mm (kn) (kn) (kn) ,4 1, ε (μ) ,5 2, ε (μ) ε (μ) ε (μ) (a) 3 (b) (kn) (kn) (kn) (kn) (kn) 4 3 1,4 1, ε (μ) 4 3 2,5 2, ε (μ) 4 3 9,12 9, ε (μ) 4 3 1,13 1, ε (μ) 4 3 mm ,4 1, ε (μ) ε (μ) ε (μ) (a) 5 (b) (kn) (kn) (kn) (kn) (kn) 4 3 2,5 2, ε (μ) 4 3 9,12 9, ε (μ) 4 3 1,13 1, ε (μ) I_245

10 Case-5 1.2~ FEM 1) FEM Vol.11pp ) Vol.57A pp ) Collins, M.P. and Mitchell, D.Prestressed Concrete Structures, Prentice Hall, Englewood Cliffs, NJ, pp.766, ) 7 5), 474, pp , ) H. Nakamura T. Higai: Compressive Fracture Energy and Fracture Zone Length of Concrete Seminar on Post-peak Behavior of RC Structures Subjected to Seismic Load JCI-C51E Vol.2 pp ) No pp ) ) I_246

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untitled 3 4 4 2.1 4 2.2 5 2.3 6 6 7 4.1 RC 7 4.2 RC 8 4.3 9 10 5.1 10 5.2 10 11 12 13-1 - Bond Behavior Between Corroded Rebar and Concrete Ema KATO* Mitsuyasu IWANAMI** Hiroshi YOKOTA*** Hajime ITO**** Fuminori