高性能鋼材應用於建築結構之研究

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(73) . ABSTRACT Keywords: High Performance Steel, Design Specification, Steel Structure 1. Project Subject Due to the environmental issue and the shortage of raw materials of timbers and gravels, steel has become widely adopted as building materials. The use of steel would be gradually strengthened for two reasons, the impact of the 921 earthquake on construction strategy, and the ongoing “green building” police held by Government. The advantages of using steel materials include their high strength, high ductility, and well seismic resistant behaviors, and steel members can be rapidly constructed as well. According to life cycle studies carried out by Architecture and Building Research Institute, the energy consumed by steel construction is merely 76% of that of traditional concrete construction. The resulting amount of carbon dioxide can also be reduced about 40% comparing to concrete construction. As a result, it is widely accepted that steel construction is suitable for further popularization in Taiwan. With the benefit of adding certain alloys, high performance steels can provide designers with more alternatives, such as very high strength. This would lead to longer live span of structures and thus less consumption of building materials. In the recent years, high performance steels have been internationally applied to constructions of bridges and high-rises with their anti-seismic and fireproof properties. In addition to considerations of strength demanding, serviceability and constructability are two important issues to be considered. Based on experiences obtained in Japan and US, high performance steels provide much better alternatives than most other building materials, and thus related researches regarding building technology and material development are hot topics. It is intended in this project to investigate the feasibility of applying high performance steels to domestic buildings and bridges. The study will be carried out through collecting and analyzing information of related researches and current practices. Based on both foreign and domestic data, it is expected to first draw certain potential topic, then propose responding strategies, and finally setup developing priorities. 2. Research Approach and Procedure The initial work for this project is concentrated on the collection of documentation and reference, engineering applications, as well as relative specification about high performance steels, the physical study work of this project includes: (1) collecting the material relative to high performance steels; (2) generalizing the collected material and. XI.

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(75). . . . . investigating the face problem; (3) proposing suggestions for the domestic construction specification, inviting specialists and scholars to attend the symposium; (4) proceeding experiments to study the characteristic of high performance steel, planning the future research topics and experiments of high performance steel. 3. Research Findings Considering the technique of domestic manufacturers as well as the supply demand of market, the following three characteristics represented as the definition of high performance steel need to be discussed and evaluated: (1) well weldability for higher strength steel; (2) in accordance with the basic requirement of anti-earthquake code, such as narrow range of yielding point and lower ratio of yielding stress to tensile strength; (3) better description of through-thickness material properties. The steel grades of SN490B and SN490C developed by Japan can be defined as high performance steel, and have been included and adopted in the domestic steel construction specification. However, the steel grades of A992, HPS 50W, and HPS 70W developed by US are needed to further study to confirm the requirement of high performance steel. Furthermore, CSC LYS 100 steel produced by China Steel Company is usually utilized in the building design of earthquake resistance, because it can perform effectively plastic behavior. Meantime, LYS 100 steel has the characteristic of narrow range of yield point and lower yield strength to tensile strength ratio, the steel grade of CSC LYS 100 seems to be a better candidate for the high performance steel. Therefore, if the characteristic, high strength, is not have to be the basic requirement for high performance steel, a feasible definition can be made by categorizing the high performance steel into high-strength high performance steel and low-strength high performance steel. 4. Suggestions Based on the findings from this project, the following immediate and long-term strategies are suggested: For immediate strategies: It is suggested that a new section can be added in the chapter of material in the domestic steel construction specification. In this section, the term, high performance steel, can be well defined and specified such as narrow range of yield point, lower yield strength to tensile strength ratio, better weldability, and etc. The specified steels conformed to the definition of high performance steel can be listed in the commentary of the section. In addition, the applied material is necessary to be amended in the chapter of earthquake resistance design. For long-term strategies:. XII.

(76) . For considering the strength of traditional hot-rolled sections affected by residual stress, the design strength used to be estimated lower than the nominal strength for conservative reason. Since the high performance steel has better control of material properties, the residual stress might be considered in the calculation of structural strength for design purpose. Therefore, the hot-rolled sections and hybrid sections fabricated by using high performance steel can be investigated for studying the residual stress effect. For long-term strategies: In order to fulfill the 3% rotational angle in the connection of beam and column, the method of reduced beam section can be utilized in the application of structural beam. To verify the performance of joint connected by high performance steel beam and column, the correlative experiments can be conducted. For long-term strategies: In the planning of specification for high performance steel, the tie-in materials like bolt and welding rod are needed to include in the specification. Therefore, reference collection, research study, and experimental investigation are necessary to propose and plan in order to confirm the structural performance and behavior of high performance steel.. XIII.

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(133). . . . . .>. 09. . f . C . d. ¨. ¯. ò.. . 5þ. ~. Miki et al.1: The word “High Performance Steel” has been used as the steels have higher ductility, better fracture, better weldability, better formability, better corrosion resistance besides higher strength. Chen et al.2: Compared to conventional structural grade steels, high performance steel (HPS) provides superior strength, improved weldability, greatly enhanced fracture toughness, high ductility and weathering characteristics. Bjorhovde3: HPS, it was, therefore, decided to focus the attention on materials with better-defined strength and welding properties, and to have substantial ductility and toughness to resist the formation and propagation of cracks. Finally, corrosion is a major problem in many geographical area, especially for structures that will be directly exposed to a range of environmental conditions. Azizinamini et al.4: The benefits of this steel, HPS, are higher fracture toughness, improved welding characteristics, and enhanced weathering characteristics.. 1. Miki, C., Homma, K., Tominaga, T., “High strength and high performance steels and their use in bridge. structures,” J. of Constructional Steel Research, Vol. 58, pp 3-20, 2002. 2. Chen, H., Grondin, G.Y., Driver, R.G., “Characterization of fatigue properties of ASTM A709 high. performance steel,” J. of Constructional Steel Research, Vol. 63, pp 838-848, 2007. 3. Bjorhovde, R., “Development and use of high performance steel, Journal of Constructional Steel. Research”, Vol. 60, pp 393-400, 2004. 4. Azizinamini, A., Barth, K., Dexter, R., Rubeiz, C., “High performance steel: research front – historical. account of research activity,” J. Bridge Engineering, Vol. 9, No. 3, pp 212-217, 2004.. 4.

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(138) Õ. Þ.b DÆ. ¥. ×. .Ô. ÖÔ. '. DÆ Õ. 0¿. . oñ. HSLA. #Jõ. (HPS, high-performance steel)t .C. íì ASTM ì . DÆ. 7 350. ¥. >Ý. #. k. .. ´[ó. ¥. carbon equivalent (CE).. Ô '. 6. eN. D l. American Society for Testing and Materials (ASTM), Selected ASTM standards for structural steel. fabrication, 1997. 6. Bjorhovde, R., Engestrom. M.F., Griffis, L.G., Kloiber, L.A., Malley, J.O., Structural steel selection. consideration, Reston (VA) and Chicago (IL): American Society of Civil Engineering (ASCE) and American Institute of Steel Construction (AISC), 2001.. 5.

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(143). . !. ". #. Þ. . TMCP U M. VH. .Ç >ó. ( U . . . Ø e1. >Ó5 2-2 ½. 2-1 TMCP . .[[. $. (% & ' ( )Miki, C., Homma, K., Tominaga, T., “High strength and high performance steels and their use in bridge structures”.). 7. American Institute of Steel Construction (AISC), Load and resistance factor design specification for. structural steel buildings, 3rd edition, Chicago (IL), 1999. 1. Miki, C., Homma, K., Tominaga, T., “High strength and high performance steels and their use in bridge. structures,” J. of Constructional Steel Research, Vol. 58, pp 3-20, 2002.. 6.

(144) Ø. 2-2 TMCP . . . . *. +. . . ,. ". -. . . \. ]. .. (% & ' ( )Miki, C., Homma, K., Tominaga, T., “High strength and high performance steels and their use in bridge structures”.). \g. . . 9 . ®. F. . ½ . . . 0Ä. ¼î. O. (E)ø ð. Ä>. G7>. . Å. #´ôõ. ¼#< ´ð. . .Ä. : . . . 8 !. .· .à. # 8,9et . ¸ á. . ß .. m i j (Z i j ) . ¿ Ö. ®. (through-thickness strength) \% . y . 8. :. ð. C. . (. ð ). µ. \' Í. . 03. . /. 0. g R. g. ð. ø. ×. b Â. #ôõ. . [ 9e0± &. ijÀ.. ®. . 8 ×. ôì. i. ½¶. .. $ #x. y. À«. è . ½. P ". ·. . ¸. ¥. Ê. þ. #ô¬õ. ô i§ 6 §. ¾Å. . > ij À . . 3. . ¦. ZÛ@ ÀK<. ># ¿. eO$%&ô. ½Ûb. K . . #½\\g «. ¥. k. ÛÝ 9. . . j.DÆ. #¬Ú. . >. . Ü g. æ. :. . #'. ®. Õ >. ¿ . .. í.. ß. 7 3e. SAC Joint Venture, “State of the art report on base metals and fracture,” Report No. FEMA-355A,. Washington (DC): Federal Emergency Management Agency (FEMA), 2000. 9. SAC Joint Venture, “State of the art report on connection performance,” Report No. FEMA-355D,. Washington (DC): Federal Emergency Management Agency (FEMA), 2000. 3. Bjorhovde, R., “Development and use of high performance steel, Journal of Constructional Steel. Research”, Vol. 60, pp 393-400, 2004.. 7.

(145) .

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(151). Chicago (IL), 1999. 3. . P ¦. specification, 2nd ed., Washington (DC), 1998. 11. . I. e. À# 6 A588 ð. 9. ¤.. (fracture toughness)[n Þ. Ô. ¾Þ. #0². 18%~30%#´[J'. ®. >.. . (Charpy V-notch toughness requirement)#0N ø. *. .Ä. [G7.ù. Û#A992 JK. 10. . DÆ. â. :. DÆ. . Ú. ;. Ä. . ÖE. ½. . Àè 11. . . ü. .^. . . #M. D. è «. .Ý . C. ¯. ¥. #´ôõ '. À.

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(157). D. #õ. @. . ¿ 7. D. . .¥ ^. E. . þ b. ?. #N 0£. . l.9 @. òDÆ. ¥. .. :. ;. !. (FHWA)v <. B. #5õ. . C. 2-5 9. :. B. À#y. (5 2-5 ½ )#´µ µ. ®. G ?. (built-up girder).Ä F. (hybrid construction).i§ '. 9. )J. . C 12. E. [\G. )H. . ; ^. m.I. I. À.. [F. .. e Q. 8. (% & ' ( )Azizinamini, A., Barth, K., Dexter, R., Rubeiz, C., “High performance steel: research front – historical account of research activity”.) lJ N. ô K. L. M. i(AASHTO, American Association of State Highway and. Transportation Officials) 1994 %w 485W(HPS70W) Z. . :. #. 485W Ó1Øn .ú û. . '. t. 0Ä. R T. ¢¥ .C. '. U. .ì 2. ú û. ú. ². m.Ý.

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(159) 2. ÀK'. \DÆ. \ ù. Ï. (. ¥. )(continuous plate girder)À.S. girder) 0². 12. Ä. >ODÆ. Ò. #ôn. #ôõ. . . 0b. Myint, M.L., High performance steel designers’ guild, 2nd edition, Western Conshohocken (IL): AISC,. 2002.. 10.

(160) Ø. ¼.Àè ×. girder) v. Kì. á. I. ì S. >.. Þ#a. &õ k. Ï. n. J y. 1. ¾ `. . c. H. OJY. . I Ê9 . 13. Ä. k. . ¿ Q. O. n. .GQ .F. . ². \. _. Ï . #ù. Þ. û. [K9 . '. &Ô. b. . Ô. . r. ¯5 HPS 70W t. ]. ¥ ×. . (hybrid @. Y. ì Z. I. J. \%. Å. e 13,14,15,16. GQ C. . þ #°. . = 4~(1)HPS 485W. \þ ¯. 5ì. #ì. Êþ 15. . a W. y. Z. .ÅÞ#On ¹. a. ¢¥ #OôÎ T. z Lehigh ' T. . .. G. \. ÅÞ (6)1998 P. . m.` . À#v. :. ¢. (2) HPS 485W ).V Ã. ü. #0 5Y. . KI 6. \. À^. Ô. . ú. n T. ¢¥. m". S. C N. . y. .V. . 10%¥. ½. Ï. ½ì>. m. C . ù c. . y #J HPS 100W(690MPa) P. .Àè #O°±. AASHTO .Ä. ì d. e Z. .. )Ð. \ü. ¤.. . ì. ¢¥ (3)S T. $%&#² . z. ù. 9 :. 0)imĆ . A. T. 0).ì. \J. i¯ a. \. . . (inelastic rotational ductility)7 3 .¥ k. Ý. \. . mC. .`. û. 9. t. . ú. Ï. . . ì. ¥. J]. v. C. . ). Ä. .. m¼#JÏ. ÕÖ `. \. T. 0 AASHTO .Ä ±. ¤ Î. #O 0. AASHTO .Ä ¿. à ¼. KÅÞ Ó5ØAASHTO .Ä. ÀQ [. JÏ. . Q. e. Z. K

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(163) . G. V. Q. e. Barth, K.E., White, D.W., “Inelastic design of steel I-girder bridges,” J. Bridge Engineering, Vol. 5, No.. 3, pp 179-190, 2000. 14. Barth, K.E., White, D.W., Bobb, B.M., “Negative bending resistance of HPS70W girders,” J.. Construction Steel Res., Vol. 53, No. 1, pp 1-31, 2000. 15. Sause, R., Fahnstock, L.A., “Strength and ductility of HPS100W I-girders in negative flexural,” J. Bridge. Engineering, Vol. 6, No. 5, pp 316-323, 2001. 16. Yakel, A.J., Azizinamini, A., “Improved moment strength prediction of composite plate girders in. positive bending,” J. Bridge Engineering, Vol. 10, No. 1, pp 28-38, 2005. 4. Azizinamini, A., Barth, K., Dexter, R., Rubeiz, C., “High performance steel: research front – historical. account of research activity,” J. Bridge Engineering, Vol. 9, No. 3, pp 212-217, 2004.. 11.

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(165). . . . . 2-6 ;. <. 9. :. 8. (% & ' ( )Azizinamini, A., Barth, K., Dexter, R., Rubeiz, C., “High performance steel: research front – historical account of research activity”.). 12.

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(167) . @. N. ®. #\. ^. \. lý. . A. l.. G6×9 @ N. #. e°± <ì. N =. @ q. r. l 3 Þ B. lý s. # t. . u. . ü. v. ý. Ñ. C. 6V. Ú Q. #K 20. #0. . .. ~. i)LRFD Ä. q. . J0 Ï. ?. >. <. 1996 16 P2000 d. ì ;. \þ. k. (US NAVY)<N =. Û(AWS)£. ü. n. ´`. . Q. e (. . eH . l. . #HPS 50W < HPS 70W v. ð. (. . <Jì>. HPS 70W Gæ. òl´. . . . #I. l'. lÚ. -. B. . (FHWA)N <. <N. ó. 1. AASHTO(N lJ. 17. k. 6 HPS 70W Ö HPS 100W ¦. HPS 70W v Ç. ½Q. . eò¼N. . HPS 50W . ¤ó. . í. l9 Q. . .. õ. 2. p. . . 03. µ. (AASHTO - HPS q. ì d. µ. H. 20. e. w. H. 19. e. )21e. Lwin, M. Myint, “High Performance Steel Designers’ Guide,” FHWA, Western Resource Center, 201. Mission Street, Suite 2100, San Francisco, CA 94105. 18. Yang, Weiping, “Exploitation of High Performance Steel in the U.S.,” Steel Construction, Vol. 20, No.. 80, 2005. 19. American Association for State Highway and Transportation Officials (AASHTO), AASHTO LRFD. bridge Design Specifications with Interims. 20. American Association for State Highway and Transportation Officials (AASHTO), AASHTO Standard. Specification for Highway Bridge, 16th Edition, 1996, 2000 Interim. 21. American Association for State Highway and Transportation Officials (AASHTO), AASHTO Guide. Specifications for Highway Bridge Fabrication with HPS 70W Steel.. 13.

(168) .

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(170). .

(171). . r. V( U C. { . TMCP)&R (. . . À 3-1eHPS 70W . . . R. . ß eOô Q&T i ì 50 mm# ß. e. D. . . . . E. F. G H I. (%). -. C. Mn. P. S. Si. Cu. Ni. Cr. Mo. V. °. 0.80. °. °. 0.25. 0.20. °. 0.4. °. 0.02. °. 0.10. Ô. : Ô. ¤ 0.19. 1.35. 0.035. 0.04. 0.65. 0.40 0.50 0.70. HPS 70W Ô & :. °. 1.10. °. °. 0.30. 0.25 0.25 0.45 0.02. 0.04. HPS 50W Ô. ¤. 0.11. 1.35. 0.020 0.006 0.50. 0.40 0.40 0.70 0.08. 0.08. 70W *. * | ASTM Ö AASHTO 70W . (%. &. '. (. v B. z HPS 70W . «. ¬. . e. ) Lwin, M. Myint, “High Performance Steel Designers’. Guide”.) . . HPS 70W(485W)Ö HPS 50W(345W).oñ. 22. {. . À 3-2e. ANSI/AASHTO/AWS D1.5-95 Bridge Welding Code with Addendums (AWS Code).. 14.

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(178). . . . . CVN J. . /oC . HPS-70W 50W 3-1 N O P (CVN)Q R (%. &. '. ) Lwin, M. Myint, “High Performance Steel Designers’. (. Guide”.) B 3-3 N. . O. . (CVN)S T U ! ". P. . . /oC . . . . -17 . (%. &. '. 1. -18 ~ -34. 2. -35 ~ -51. 3. ) Lwin, M. Myint, “High Performance Steel Designers’. (. Guide”.) AASHTO È É. >0 AASHTO LRFD ì. . æ. HPS 70W(485).' n. .. Q '. ,. -. k. Ï ¼. Ç \r Ä. S. .¼. 16. . $. . . b. . ×. . e. C. . 50% I . è. C. . 9. . . ±. .

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