鋼構造論文集第 20 巻第 79 号 (2013 年 9 月 ) AN EVALUATION METHOD FOR ULTIMATE COMPRESSIVE STRENGTH OF STAINLESS STEEL PLATES BASED ON STRESS-STRAIN DIAGRAM * **

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1 鋼構造論文集第 20 巻第 79 号 (2013 年 9 月 ) AN EVALUATION METHOD FOR ULTIMATE COMPRESSIVE STRENGTH OF STAINLESS STEEL PLATES BASED ON STRESS-STRAIN DIAGRAM * ** Yasuhiro MIYAZAKI* Satoshi NARA** ABSTRACT This paper proposes a method for predicting precisely ultimate strength and displacement of stainless steel plates under uniaxial compression. Based on stress-strain diagrams of stainless steels obtained by coupon tests, the method consists of two classified parts. At the first part, the ultimate strength is estimated by plate slenderness and proposed constants of each stainless steel in the region of elastic buckling. In the region of apparent difference of the stress-strain diagrams between stainless steel and mild steel, the ultimate strength is calculated by predicted ultimate displacement and stress-strain diagrams. The proposed method is independent of proof stress which is 0.1% or 0.2%, because of a proposed conversion factor. Key words: Stainless Steel, Ultimate Strength, Strain Hardening, Ductility, Plate Slenderness 1 [1], [2] [3], [4] [1] [5] JIS * ** [6] Gardner [7] Mahmud [8] [1] Mahmud [8] 67

Steel Construction Engineering Vol.20 No.79 (September 2013) [9], [10] [11] [9], [10] 2 SUS304, SUS316, SUS304N2 SUS410L SUS329J3L JIS E 1 % Grade C Si Mn P S Ni Cr Mo N SUS304 0.08 1.00 2.00 0.045 0.

2 Steel Construction Engineering Vol.20 No.79 (September 2013) [9], [10] [11] [9], [10] 2 SUS304, SUS316, SUS304N2 SUS410L SUS329J3L JIS E 1 % Grade C Si Mn P S Ni Cr Mo N SUS SUS304N SUS SUS410L SUS329J3L Young s 0.1% proof 0.2% proof ultimate tensile yield Grade modulus stress stress stress elongation ratio E(GPa) 0.1 (MPa) 0.2 (MPa) u (MPa) (% ) 0.2 / u SUS SUS304N SUS SUS410L SUS329J3L (1) 3 Ramberg-Osgood [9] if 0 < P E ε = E + ε A if P < 0.2 (1) E + ε B + ε C if 0.2 ε P (= 0.01 ) % ε A ε B, ε C (2) (3), (4) ε A = n n P n 0.2 n P ε B = 0.002nn n + ε n P E 0.2 (2) (3) 68

鋼構造論文集第 20 巻第 79 号 (2013 年 9 月 ) 3 3 Ramberg-Osgood 0.01% proof material parameter Grade stress n m ε 0.2 E 0.2 ε 10 10 0.01 (MPa) (MPa) (MPa) SUS304 143 2.88 1.67 0.

101 523 SUS329J3L 346 7.01 2.52 0.00469 30900 0.0597 729 ε C = ε 10 ε 0.2 m 10 0.2 0.2 E 0.2 10 0.2 (4) m,n ε 0.2 0.2% E 0.2 0.2% ε 10 (10% ) 10 (ε 10 ) (1) (4) (1) (1) (4) 3 3.

3 鋼構造論文集第 20 巻第 79 号 (2013 年 9 月 ) 3 3 Ramberg-Osgood 0.01% proof material parameter Grade stress n m ε 0.2 E 0.2 ε (MPa) (MPa) (MPa) SUS SUS304N SUS SUS410L SUS329J3L ε C = ε 10 ε 0.2 m E (4) m,n ε % E % ε 10 (10% ) 10 (ε 10 ) (1) (4) (1) (1) (4) 3 3.1!! (5) F (0.1% % 0.2 ) (=0.3) k (k=4.0)!! b t α(=a /b) 1.0 [11] w 0 (6) λ p = b t F E w 0 = w 0,a cos πx a 12(1 ν 2 ) π 2 k cos πy b (6) a (6) w 0,a b / bc bt [12]!!" =!!.!!!" = 0.3!!.! (7) 69

4 Steel Construction Engineering Vol.20 No.79 (September 2013) rt rc 3.2 (5) ( k=0.425) α(=a/b) 3.0 (8) y πx w 0 = w 0,a cos b a (8) (8) w 0,a b /100 [11] [12]!!" =!!.!!!" = 0.4!!.! (9) 4 Lagrange von Mises 4 [11] SUS316 P 0.2% P % [11] 1.5 1% 5 SUS304 (a) 4 SUS316 (b) 5 SUS304 70

鋼構造論文集第 20 巻第 79 号 (2013 年 9 月 ) 4 (10) Boundary condition Type Material strength λp,cr b p Simply supported Austenitic F = 0.2 0.494 0.719 F = 0.1 0.544 0.720 Ferritic F = 0.2 0.457 0.662 F = 0.1 0.506 0.

5 鋼構造論文集第 20 巻第 79 号 (2013 年 9 月 ) 4 (10) Boundary condition Type Material strength λp,cr b p Simply supported Austenitic F = F = Ferritic F = F = Duplex F = F = All F = F = Outstanding Austenitic F = F = Ferritic F = F = Duplex F = F = All F = F = u F!! (10) [13]!!!! =!!!,!"!!!!!!!,!"!!! (10a, b)!!!!,!" <!!! u γ b!!,!" [13] 0.7 b p [13] 0.86 (10) 7 (10) ( ) (10) (10)!!,!" b p γ b 1.0 (10b)!!,!" b p (10b) F 0.2% F 0.1% (10b) u F (10) (10) ( u / F ) pre ( u / F ) mea 71

6 Steel Construction Engineering Vol.20 No.79 (September 2013) (10b) 5% (10a) -5% 4.2 (10) (10b) (10b)!!,!" b p (10b) F 0.2% F 0.1% (10) u F (10) (10) ( u / F ) pre ( u / F ) mea 5% (10a) 5% (10) ( ) β 72

鋼構造論文集第 20 巻第 79 号 (2013 年 9 月 ) Gardner [14] (11) ε u ( β 1.5 ) εu 6.44 = ε β 0 2.85 0.27β (11) ε 0 0.2% β (12) b 0.

2 4 (10) Gardner [14] (13) (1) u 5 (13) Boundary condition Type Material strength C 1 C 2 Simply supported Austenitic F = 0.2 0.565 2.64 F = 0.1 0.510 2.69 Ferritic F = 0.2 0.270 3.

7 鋼構造論文集第 20 巻第 79 号 (2013 年 9 月 ) Gardner [14] (11) ε u ( β 1.5 ) εu 6.44 = ε β β (11) ε 0 0.2% β (12) b = t E k β (12) (11) [8] [11] (11) [11] [8] (11) (11) (13) C ε u = 1 C (13) 2 ε F λp ε F C 1 C 2 (13) (13) C 1 C 2 (13) (13) (13) (10) Gardner [14] (13) (1) u 5 (13) Boundary condition Type Material strength C 1 C 2 Simply supported Austenitic F = F = Ferritic F = F = Duplex F = F = All F = F = Outstanding Austenitic F = F = Ferritic F = F = Duplex F = F = All F = F =

8 Steel Construction Engineering Vol.20 No.79 (September 2013) 10% 29% 10% 4% (13) (14) C u ( χ λ p ) = exp (14) χ (14) (13) 5% 6 (14) χ Boundary condition Type Material strength χ Simply supported Austenitic F = F = Ferritic F = F = Duplex F = F = All F = F = Outstanding Austenitic F = F = Ferritic F = F = Duplex F = F = All F = F =

9 鋼構造論文集第 20 巻第 79 号 (2013 年 9 月 ) 5% 16% (14) (14) 5% 7% (14) (15)! # 1 ( G a! p +G b ) D! = u " (15) $ # 1 G c G a G b G c u (15) 75

10 Steel Construction Engineering Vol.20 No.79 (September 2013) (15) (14) (15) (14) (15) (14) [15] ε u,sm ε y ε u ε F (b) (d) [15] (a) ( F < u ) (b) ( F u ) (c) ( F < u ) (d) ( F u ) 76

11 鋼構造論文集第 20 巻第 79 号 (2013 年 9 月 ) i)!! 0.2 I (13)!! =0.2 ε u (1) (14) (15) u ii) 0.2 <!! <!!,!" II (!!,!" u = F ( )) (13) ε u (1) (14) (15) u iii)!!,!"!! III (10) u SUS304 F 0.1% 0.2% (16) γ = (16) u u γ (17) 0.2 γ = (17) 0.1 (16) (17) 0.1% 0.2% (16)!! 0.2!! 0.2!! (16) 10% 0.2% SUS304 u [15] G, SUS (14)!!

12 Steel Construction Engineering Vol.20 No.79 (September 2013)!! 0.2!! (a) (b) ( SUS304) (1) (10) (2) (13) (3) (13) (14) 5% +16% -7% (4) (13) (15) (5)0.1% 0.2% (16) (6)

13 鋼構造論文集第 20 巻第 79 号 (2013 年 9 月 ) [1]EN Eurocode 3: Design of steel structures Ð Part1.4 General rules Ð Supplementary rules for stainless steel, CEN, [2]ASCE: Specification for the Design of Cold-Formed Stainless Steel Structural Members, American Society of Civil Engineers, New York, ANSI/ASCE 8-02, [3]Euro Inox: Pedestrian Bridge in Stainless Steel, Euro Inox, Vol.7, 1 st edition, [4] JSSC, No.73, pp.14-15, [5] [6],,,, :,, 55A, pp.68-79, [7]L. Gardner, D. A. Nethercot: Numerical modeling of stainless steel structural components Ð a consistent approach, Journal of Structural Engineering, Vol. 130, pp , [8]Mahmud Ashraf, Leroy Gardner, David A. Nethercot: Structural stainless steel design: Resistance based on deformation capacity, Journal of Structural Engineering, Vol.134, pp , [9] SUS410L - 15 pp , [10] Vol.55A, pp.80-91, [11] 17 pp , [12] No.265, pp.25-35, [13] [14]L. Gardner, D. A. Nethercot: Structural stainless steel design: a new approach, The Structural Engineer, Vol.82, No. 21, pp , [15] Vol.56A, pp , (2012 年 12 月 13 日原稿受理 ) 79

Deformation mechanism of TWIP steels at high strain rates HUANG Mingxin LIANG Zhiyuan The University of Hong Kong Collaborators: HUANG Wen Shenzhen Un

Deformation mechanism of TWIP steels at high strain rates HUANG Mingxin LIANG Zhiyuan The University of Hong Kong Collaborators: HUANG Wen Shenzhen University LIU Rendong WANG Xu Ansteel XIONG Xiaochuan