550MPa高强冷弯薄壁型钢受弯构件受力性能试验与理论研究
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摘要
本文对550MPa高强冷弯薄壁型钢帽型截面27根简支檩条和27根搭接式两跨连续檩条试件的弯曲性能进行了试验研究。试件分TOPSPAN 40和TOPSPAN 61两种截面形式，TOPSPAN 40试件按截面板件厚度t=0.48mm、0.6mm分为两组，每组试件跨度分别取L=1200mm、1800mm、2400mm；TOPSPAN 61试件按截面板件厚度t=0.75mm、1.00mm分为两组，每组试件跨度分别取L=1800mm、2400mm、3000mm。试验结果表明：按我国现行规范《冷弯薄壁型钢结构技术规范》GB50018-2002计算550MPa高强冷弯薄壁型钢受弯檩条的极限承载力将偏于不安全。
在试验结果的基础上，本文采用大型有限元程序ANSYS9.0对高强冷弯薄壁型钢受弯构件进行了几何、材料和接触非线性数值模拟分析，所得的有限元计算结果与试验结果吻合较好。同时还利用ANSYS进行了一些参数分析，分析了截面板件厚度对简支檩条极限承载力的影响，分析了搭接长度和搭接构造对搭接式两跨连续檩条的影响。对搭接式两跨连续檩条搭接段自攻螺钉的接触非线性问题，提出了耦合线位移的建议分析方法，从分析结果可以看出这种方法是比较理想的。
考虑到高强钢材的材料特性，本文采用折减屈服强度的方法来计算受弯构件的极限承载力。通过有效宽度法和直接强度法计算简支檩条的结果与试验结果的对比，建议截面板件厚度t=0.48mm、0.6mm和0.75mm的试件强度折减系数γ取0.80，t=1.00mm的试件折减系数γ取0.90。搭接式两跨连续檩条在各组试件强度折减系数γ取定的基础上，根据试验结果可得试件TS40-0.48、TS40-0.60搭接段刚度系数β取1.2，试件TS61-0.75和TS61-1.00β取1.5，用我国规范GB50018-2002规定的有效宽度法计算结果与试验值比较吻合。
The bearing capacity behavior of 550MPa high strength cold-formed steel hat section 27 simply supported purlins and 27 lapped continuous purlins under bending has been studied in this paper. All the specimens are classified into TOPSPAN 40 and TOPSPAN 61. According to section thickness t=0.48mm or 0.6mm, specimens TOPSPAN 40 are divided into two groups, whose spans are Z,=1200mm 1800mm 2400mm separately, while according to section thickness t=0.75mm or 1.00mm, specimens TOPSPAN 61 are divided into two groups, whose spans are L=1800mm 2400mm 3000mm separately. The test results show that it is unsafe to calculate the ultimate bending bearing capacity of 550MPa high strength cold-formed steel purlins according to the current Chinese specification GB50018-2002.
Based on the test results, the finite element program ANSYS 9.0 is applied to carry out the nonlinear finite element analysis of 550MPa high strength cold-formed steel purlins under bending. The results of the finite element method are much close to the test results. This paper also includes some parameter analysis by using ANSYS, such as the effect of section thickness to the ultimate bearing capacity of simply supported purlins, the effect of overlapping length and constructional detail to lapped continuous purlins. Meanwhile, the method of coupling linear displacement is proposed to substitute for touching effect in the self-drilling screws in the overlapping part of lapped continuous purlins. The results of analysis show that it is ideal to use this method.
Considering the material characteristics of high strength steel, the method of reducing yield strength is applied to calculate the ultimate bearing capacity of purlins under bending. Comparing the calculated results of simply supported purlins by effective width method and direct strength method with the test results, this paper suggests that the strength reduction coefficient γ of specimens with section thickness t=0.48mm 0.6mm and 0.75mm be 0.80, while coefficient γ of specimens with section thickness t=1.00mm be 0.90. According to the determined strength reduction coefficient γ and test results, the stiffness coefficient β of overlapping part of lapped continuous specimens TS40-0.48 and TS40-0.60 is proposed to be 1.2, while the stiffness coefficient β of specimens TS61-0.75 and TS61-1.00 be 1.5. Then the calculated results by using effective width method specified by GB50018-2002 are close to the test results.
在试验结果的基础上，本文采用大型有限元程序ANSYS9.0对高强冷弯薄壁型钢受弯构件进行了几何、材料和接触非线性数值模拟分析，所得的有限元计算结果与试验结果吻合较好。同时还利用ANSYS进行了一些参数分析，分析了截面板件厚度对简支檩条极限承载力的影响，分析了搭接长度和搭接构造对搭接式两跨连续檩条的影响。对搭接式两跨连续檩条搭接段自攻螺钉的接触非线性问题，提出了耦合线位移的建议分析方法，从分析结果可以看出这种方法是比较理想的。
考虑到高强钢材的材料特性，本文采用折减屈服强度的方法来计算受弯构件的极限承载力。通过有效宽度法和直接强度法计算简支檩条的结果与试验结果的对比，建议截面板件厚度t=0.48mm、0.6mm和0.75mm的试件强度折减系数γ取0.80，t=1.00mm的试件折减系数γ取0.90。搭接式两跨连续檩条在各组试件强度折减系数γ取定的基础上，根据试验结果可得试件TS40-0.48、TS40-0.60搭接段刚度系数β取1.2，试件TS61-0.75和TS61-1.00β取1.5，用我国规范GB50018-2002规定的有效宽度法计算结果与试验值比较吻合。
The bearing capacity behavior of 550MPa high strength cold-formed steel hat section 27 simply supported purlins and 27 lapped continuous purlins under bending has been studied in this paper. All the specimens are classified into TOPSPAN 40 and TOPSPAN 61. According to section thickness t=0.48mm or 0.6mm, specimens TOPSPAN 40 are divided into two groups, whose spans are Z,=1200mm 1800mm 2400mm separately, while according to section thickness t=0.75mm or 1.00mm, specimens TOPSPAN 61 are divided into two groups, whose spans are L=1800mm 2400mm 3000mm separately. The test results show that it is unsafe to calculate the ultimate bending bearing capacity of 550MPa high strength cold-formed steel purlins according to the current Chinese specification GB50018-2002.
Based on the test results, the finite element program ANSYS 9.0 is applied to carry out the nonlinear finite element analysis of 550MPa high strength cold-formed steel purlins under bending. The results of the finite element method are much close to the test results. This paper also includes some parameter analysis by using ANSYS, such as the effect of section thickness to the ultimate bearing capacity of simply supported purlins, the effect of overlapping length and constructional detail to lapped continuous purlins. Meanwhile, the method of coupling linear displacement is proposed to substitute for touching effect in the self-drilling screws in the overlapping part of lapped continuous purlins. The results of analysis show that it is ideal to use this method.
Considering the material characteristics of high strength steel, the method of reducing yield strength is applied to calculate the ultimate bearing capacity of purlins under bending. Comparing the calculated results of simply supported purlins by effective width method and direct strength method with the test results, this paper suggests that the strength reduction coefficient γ of specimens with section thickness t=0.48mm 0.6mm and 0.75mm be 0.80, while coefficient γ of specimens with section thickness t=1.00mm be 0.90. According to the determined strength reduction coefficient γ and test results, the stiffness coefficient β of overlapping part of lapped continuous specimens TS40-0.48 and TS40-0.60 is proposed to be 1.2, while the stiffness coefficient β of specimens TS61-0.75 and TS61-1.00 be 1.5. Then the calculated results by using effective width method specified by GB50018-2002 are close to the test results.
引文
[1] AISI, Specification for the Design of Light- Gage Steel Structural Members, New York, N. Y. 1946.
[2] 中华人民共和国国家标准，冷弯薄壁型钢结构技术规范，GB50018-2002．．
[3] 何保康，廖芳芳．《冷弯薄壁型钢结构技术规范》GB50018的设计特点与应用．2006全国钢结构学术年会论文集，2006．
[4] Demao Yang, Gregory J. Hancock. Compression Tests of Cold-Reduced High Strength Steel Sections. Ⅰ-Stub Columns. Journal of Structural Engineering, Vol. 130, No. 11, November 1, 2004.
[5] 何保康，周天华．冷弯型钢截面局部屈曲和AISI规范计算有效宽度的统一法则．建筑钢结构进展，2005，7(4)：6-10．
[6] 何保康，蒋路．冷弯薄壁型钢构件的直接强度法．建筑结构，2007，37(1)：20-23．
[7] NAS 2004 North American Specification for the Design of Cold-Formed Steel Structural Members. AISI, 2004.
[8] Australian/New Zealand Standard, Cold-Formed Steel Structures, AS/NZS 4600: 1996.
[9] 廖芳芳，张伟，李国俊，何保康．高强冷弯薄壁型钢TOPSPAN 40／61型檩条弯曲性能试验研究报告，西安建筑科技大学，2006．
[10] Bijlard P. P., and Fisher GP., "Interaction of Column and Local Buckling in Compression Members", NACA TN2640 1953.
[11] Van der Neut, A, "The Interaction of Local Buckling and Column Failure of Thin-Walled Compression Members", Proceedings, 12th International Congress Applied Mechanics, Springerverlag, Germany, 1969.
[12] Cheng Yu, and Benjamin W. Schafer, Local Buckling Tests on Cold-Formed Steel Beams. Journal of Structural Engineering. December 2003.
[13] 陈绍蕃，惠颖．冷弯型钢局部屈曲的相关性和卷边板件的有效宽度．西安建筑科技大学学报，1995，26(1)：240-246．
[14] 陈剑，顾强，陈绍蕃．薄壁卷边槽钢梁板件相关屈曲分析及受压翼缘的有效宽厚比(I)．西安建筑科技大学学报，1996，28(1)：14-18．
[15] 陈剑，顾强，陈绍蕃．薄壁卷边槽钢梁板件相关屈曲分析及受压翼缘的有效宽厚比(Ⅱ)．西安建筑科技大学学报，1996，28(4)：383-387．
[16] 张虎，顾强，杨应华．卷边槽形截面受弯构件翼缘板的有效宽度．西安建筑科技大学学报，1998，30(2)：107-111．
[17] 郭兵，吴清波．卷边Z型钢的相关屈曲及有效宽度．钢结构．2001，16(2)：54-56．
[18] 陈绍蕃，苏明周．冷弯型钢檩条的有效截面．建筑结构学报，2003，24(6)：63-66．
[19] Wu, S., YU, W. W, and LaBouble, R. A.(1996a), "Strength of Flexural Members UsingGrade80 of A653 Steel(Deck Panel Tests)", Secong Progesss Report, Department of Civil Engineering, University of Missouri-Rolla, November.
[20] Wu, S., YU, W. W, and LaBouble, R. A.(1996b), "Flexial Members Using Grade 80 of A653 Steel(Deck Panel Tests)", 13th International Specialty Conference on Cold-Formed Steel Structures, St Louis, Oct 1996, pp.255-274.
[21] American Iron and Steel Institute.(1997). "1996 Edition of the Specification for theDesign of Cold-Formed steel Structural Members", Washington, DC, USA.
[22] Demao Yang & Gregory J. Hancock. Compression Tests of Cold-Reduced High Strength Steel Sections. Ⅰ: Stub Column. Journal of Structural Engineering, 2004, 130(11): 1772-1781.
[23] Demao Yang & Gregory J. Hancock. Compression Tests of Cold-Reduced High Strength Steel Sections. Ⅱ: Long Column. Journal of Structural Engineering, 2004, 130(11): 1782-1789.
[24] Demao Yang & Gregory J. Hancock. Compression Tests of High Strength Steel Channel Columns with Interaction between Local and Distortional Buckling. Journal of Structural Engineering, 2004, 130(12): 1954-1963.
[25] 周天华，周绪红，何保康，刘永健，卢林枫，王彦敏．G550级高强薄板钢材的材性及应用．建筑科学与工程学报，2005，22(2)：43-46．
[26] 周天华，何保康，周绪红，刘永健，王彦敏．高强冷弯薄壁型钢轴压短柱受力性能试验研究．建筑科学与工程学报，2005，22(3)：36-44．
[27] 周天华，何保康，周绪红，刘永健，蒋路，刘艳军，王彦敏．高强冷弯薄壁型钢轴压长柱受力性能试验研究．建筑科学与工程学报，2005，22(4)：65-71．
[28] 蒋路．高强冷弯薄壁型钢轴压长柱试验与理论研究．西安建筑科技大学硕士学位论文．2005．
[29] 刘艳军．550MPa高强冷弯薄壁型钢轴压构件试验与非线性有限元分析．西安建筑科技大学硕士学位论文．2007。
[30] WILLIS C T, WALLACE B. Behavior of Cold-Formed Steel Purlins under Gravity Loading. Journal of Structural Engineering, 1990, 116(8): 2061-2069.
[31] LaBOUBE R A, NUMMERY J N, HODGES R E. Web Crippling Behavior of Nested Z-Purlins. Engineering Structures, 1994, 15(5): 332-336.
[32] Ahmad A. Ghosn, Ralph R. Sinno. Load Capacity of Nested, Laterally Braced, Cold-Formed Steel Z-Section Beams. Journal of Structural Engineering, 1996, 122(8): 968-971.
[33] HO H C, CHUNG K F. An Experimental Investigation into Overlapped Moment Connections between Z Sections [A]. Proceedings of the Third International Conference on Advances in Steel Structures. Hong Kong, China, 2002: 437-444.
[34] HO H C, CHUNG K F. Experimental Investigation into the Structural Behaviour of Overlapped Connections between Cold-Formed Steel Z Sections. Thin-walled Structures. 2004, 42(7): 1013-1033.
[35] HO H C, CHUNG K F. Practical Design of Cold-Formed Steel Z Sections with Overlapped Connections [A]. Proceedings of the Third International Conference on Advances in Steel Structures. Hong Kong, China, 2002: 445-452.
[36] 张磊，陈友泉，童根树，魏潮文．嵌套连接冷弯斜卷边Z形连续檩条的受弯性能试验研究．建筑结构学报，2005，26(3)：85-91．
[37] 钟国辉．螺栓连接的冷成型钢结构的结构性能．建筑钢结构进展，2007，9(1)：18-29．
[38] 中华人民共和国国家标准《金属材料-室温拉伸试验方法》GB／T228-2002，eqv ISO 6892：1998．
[39] 姜勇，张波．ANSYS7.0实例精解．北京．清华大学出版社，2004．
[40] 郝文化，叶裕明，刘春山等．ANSYS土木工程应用实例．北京．中国水利水电出版社，2005．
[41] 张胜民．基于有限元软件ANSYS7.0的结构分析．北京．清华大学出版社，2003．
[42] 小飒工作室．最新经典ANSYS及Workbench教程．北京．电子工业出版社，2004．
[43] European Convention for Constructional Steelwork, "Preliminary European Recommendations for the Design of Profiled Sheeting and Sections: Part 1-Profiled Sheeting", ECCS-T7-1981, March 1981.
[44] Yu, W. W. Cold-Formed Steel Design, 3nd Ed., John Wiley & Sone, Inc. New York, 2000.
[45] Schafer, B. W. Elastic Buckling Analysis of Thin Walled Members by Finite Strip Analysis. CUFSM v2.6.
[46] 陈骥．钢结构稳定理论与设计．第二版．北京．科技出版社，2003．
[47] Design of Cold-Formed Steel Structural Members Using the Direct Strength Method. Appendix 1 of the NAS, 2004.
[2] 中华人民共和国国家标准，冷弯薄壁型钢结构技术规范，GB50018-2002．．
[3] 何保康，廖芳芳．《冷弯薄壁型钢结构技术规范》GB50018的设计特点与应用．2006全国钢结构学术年会论文集，2006．
[4] Demao Yang, Gregory J. Hancock. Compression Tests of Cold-Reduced High Strength Steel Sections. Ⅰ-Stub Columns. Journal of Structural Engineering, Vol. 130, No. 11, November 1, 2004.
[5] 何保康，周天华．冷弯型钢截面局部屈曲和AISI规范计算有效宽度的统一法则．建筑钢结构进展，2005，7(4)：6-10．
[6] 何保康，蒋路．冷弯薄壁型钢构件的直接强度法．建筑结构，2007，37(1)：20-23．
[7] NAS 2004 North American Specification for the Design of Cold-Formed Steel Structural Members. AISI, 2004.
[8] Australian/New Zealand Standard, Cold-Formed Steel Structures, AS/NZS 4600: 1996.
[9] 廖芳芳，张伟，李国俊，何保康．高强冷弯薄壁型钢TOPSPAN 40／61型檩条弯曲性能试验研究报告，西安建筑科技大学，2006．
[10] Bijlard P. P., and Fisher GP., "Interaction of Column and Local Buckling in Compression Members", NACA TN2640 1953.
[11] Van der Neut, A, "The Interaction of Local Buckling and Column Failure of Thin-Walled Compression Members", Proceedings, 12th International Congress Applied Mechanics, Springerverlag, Germany, 1969.
[12] Cheng Yu, and Benjamin W. Schafer, Local Buckling Tests on Cold-Formed Steel Beams. Journal of Structural Engineering. December 2003.
[13] 陈绍蕃，惠颖．冷弯型钢局部屈曲的相关性和卷边板件的有效宽度．西安建筑科技大学学报，1995，26(1)：240-246．
[14] 陈剑，顾强，陈绍蕃．薄壁卷边槽钢梁板件相关屈曲分析及受压翼缘的有效宽厚比(I)．西安建筑科技大学学报，1996，28(1)：14-18．
[15] 陈剑，顾强，陈绍蕃．薄壁卷边槽钢梁板件相关屈曲分析及受压翼缘的有效宽厚比(Ⅱ)．西安建筑科技大学学报，1996，28(4)：383-387．
[16] 张虎，顾强，杨应华．卷边槽形截面受弯构件翼缘板的有效宽度．西安建筑科技大学学报，1998，30(2)：107-111．
[17] 郭兵，吴清波．卷边Z型钢的相关屈曲及有效宽度．钢结构．2001，16(2)：54-56．
[18] 陈绍蕃，苏明周．冷弯型钢檩条的有效截面．建筑结构学报，2003，24(6)：63-66．
[19] Wu, S., YU, W. W, and LaBouble, R. A.(1996a), "Strength of Flexural Members UsingGrade80 of A653 Steel(Deck Panel Tests)", Secong Progesss Report, Department of Civil Engineering, University of Missouri-Rolla, November.
[20] Wu, S., YU, W. W, and LaBouble, R. A.(1996b), "Flexial Members Using Grade 80 of A653 Steel(Deck Panel Tests)", 13th International Specialty Conference on Cold-Formed Steel Structures, St Louis, Oct 1996, pp.255-274.
[21] American Iron and Steel Institute.(1997). "1996 Edition of the Specification for theDesign of Cold-Formed steel Structural Members", Washington, DC, USA.
[22] Demao Yang & Gregory J. Hancock. Compression Tests of Cold-Reduced High Strength Steel Sections. Ⅰ: Stub Column. Journal of Structural Engineering, 2004, 130(11): 1772-1781.
[23] Demao Yang & Gregory J. Hancock. Compression Tests of Cold-Reduced High Strength Steel Sections. Ⅱ: Long Column. Journal of Structural Engineering, 2004, 130(11): 1782-1789.
[24] Demao Yang & Gregory J. Hancock. Compression Tests of High Strength Steel Channel Columns with Interaction between Local and Distortional Buckling. Journal of Structural Engineering, 2004, 130(12): 1954-1963.
[25] 周天华，周绪红，何保康，刘永健，卢林枫，王彦敏．G550级高强薄板钢材的材性及应用．建筑科学与工程学报，2005，22(2)：43-46．
[26] 周天华，何保康，周绪红，刘永健，王彦敏．高强冷弯薄壁型钢轴压短柱受力性能试验研究．建筑科学与工程学报，2005，22(3)：36-44．
[27] 周天华，何保康，周绪红，刘永健，蒋路，刘艳军，王彦敏．高强冷弯薄壁型钢轴压长柱受力性能试验研究．建筑科学与工程学报，2005，22(4)：65-71．
[28] 蒋路．高强冷弯薄壁型钢轴压长柱试验与理论研究．西安建筑科技大学硕士学位论文．2005．
[29] 刘艳军．550MPa高强冷弯薄壁型钢轴压构件试验与非线性有限元分析．西安建筑科技大学硕士学位论文．2007。
[30] WILLIS C T, WALLACE B. Behavior of Cold-Formed Steel Purlins under Gravity Loading. Journal of Structural Engineering, 1990, 116(8): 2061-2069.
[31] LaBOUBE R A, NUMMERY J N, HODGES R E. Web Crippling Behavior of Nested Z-Purlins. Engineering Structures, 1994, 15(5): 332-336.
[32] Ahmad A. Ghosn, Ralph R. Sinno. Load Capacity of Nested, Laterally Braced, Cold-Formed Steel Z-Section Beams. Journal of Structural Engineering, 1996, 122(8): 968-971.
[33] HO H C, CHUNG K F. An Experimental Investigation into Overlapped Moment Connections between Z Sections [A]. Proceedings of the Third International Conference on Advances in Steel Structures. Hong Kong, China, 2002: 437-444.
[34] HO H C, CHUNG K F. Experimental Investigation into the Structural Behaviour of Overlapped Connections between Cold-Formed Steel Z Sections. Thin-walled Structures. 2004, 42(7): 1013-1033.
[35] HO H C, CHUNG K F. Practical Design of Cold-Formed Steel Z Sections with Overlapped Connections [A]. Proceedings of the Third International Conference on Advances in Steel Structures. Hong Kong, China, 2002: 445-452.
[36] 张磊，陈友泉，童根树，魏潮文．嵌套连接冷弯斜卷边Z形连续檩条的受弯性能试验研究．建筑结构学报，2005，26(3)：85-91．
[37] 钟国辉．螺栓连接的冷成型钢结构的结构性能．建筑钢结构进展，2007，9(1)：18-29．
[38] 中华人民共和国国家标准《金属材料-室温拉伸试验方法》GB／T228-2002，eqv ISO 6892：1998．
[39] 姜勇，张波．ANSYS7.0实例精解．北京．清华大学出版社，2004．
[40] 郝文化，叶裕明，刘春山等．ANSYS土木工程应用实例．北京．中国水利水电出版社，2005．
[41] 张胜民．基于有限元软件ANSYS7.0的结构分析．北京．清华大学出版社，2003．
[42] 小飒工作室．最新经典ANSYS及Workbench教程．北京．电子工业出版社，2004．
[43] European Convention for Constructional Steelwork, "Preliminary European Recommendations for the Design of Profiled Sheeting and Sections: Part 1-Profiled Sheeting", ECCS-T7-1981, March 1981.
[44] Yu, W. W. Cold-Formed Steel Design, 3nd Ed., John Wiley & Sone, Inc. New York, 2000.
[45] Schafer, B. W. Elastic Buckling Analysis of Thin Walled Members by Finite Strip Analysis. CUFSM v2.6.
[46] 陈骥．钢结构稳定理论与设计．第二版．北京．科技出版社，2003．
[47] Design of Cold-Formed Steel Structural Members Using the Direct Strength Method. Appendix 1 of the NAS, 2004.