钢结构单层厂房横向刚架抗震设计的若干问题及其分析和建议
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摘要
以大量工程设计计算分析结果为基础,讨论彩钢板墙屋面的单层钢结构厂房横向刚架抗震设计中的几个问题。指出横向刚架的最大应力区(可能塑性铰区)位置往往出现在上柱梁底截面,梁柱刚性连接的受弯极限承载力可按不小于1·2倍梁、柱全截面塑性受弯承载力较小值的要求执行。同时,对梁的拼接承载力要求提出疑问并给出建议。进而,对耗钢量影响较大的板件宽厚比限值问题进行讨论,提出单层钢结构厂房横向刚架计算存在地震组合控制或非地震组合控制两种情况,偶遇地震组合是否为控制工况,可作为界定刚架构件是否执行抗震规范板件宽厚比限值的判别准则。当框架构件的截面受力由非地震组合控制时,其板件宽厚比可按钢结构规范弹性阶段设计的规定执行。
Based on analytical results of considerable practical engineering design projects, this paper discusses some problems in the seismic design of transverse frames of single-story industrial steel structures with light wall and roof systems. It is noted that the maximum stress locations (possible plastic hinge regions) are generally at the top of columns and the minimum (multiplied by 1.2) between the plastic resistances of the column and beam cross-sections can be used for the ultimate bearing capacity design of the rigid beam-column connections. In addition, the bearing capacity requirement for beam splicing joints is questioned and a solution is suggested. Furthermore, the issue on limiting width-to-thickness ratios which greatly affect the steel consumption is discussed. It is pointed out that seismic action combinations may govern or not in the seismic design of single-story steel structures. It is proposed that whether the moderate seismic action combinations govern can be used as a criterion to judge whether the seismic requirements for the width-to-thickness ratio of steel members should be satisfied. If a steel frame is not governed by the seismic combinations, the requirements for the width-to-thickness ratio of the elastic design can be referred to.
Based on analytical results of considerable practical engineering design projects, this paper discusses some problems in the seismic design of transverse frames of single-story industrial steel structures with light wall and roof systems. It is noted that the maximum stress locations (possible plastic hinge regions) are generally at the top of columns and the minimum (multiplied by 1.2) between the plastic resistances of the column and beam cross-sections can be used for the ultimate bearing capacity design of the rigid beam-column connections. In addition, the bearing capacity requirement for beam splicing joints is questioned and a solution is suggested. Furthermore, the issue on limiting width-to-thickness ratios which greatly affect the steel consumption is discussed. It is pointed out that seismic action combinations may govern or not in the seismic design of single-story steel structures. It is proposed that whether the moderate seismic action combinations govern can be used as a criterion to judge whether the seismic requirements for the width-to-thickness ratio of steel members should be satisfied. If a steel frame is not governed by the seismic combinations, the requirements for the width-to-thickness ratio of the elastic design can be referred to.
引文
1 GB50017-2003 钢结构设计规范
2 GB50011-2001 建筑抗震设计规范
3 DGJ108-9-2003 建筑抗震设计规程
4 American Institute of Steel Construction(AISC).Seismic Provi-sions for Structural Steel Buildings.ANSI/AISC341-05,2005
5 European Commission for Standardization.Design Provisions for Earthquake Resistance of Structures.Eurocode8(EC8)CEN/TC250/SC8,2003
6 Robert Tremblay.New Canadian Seismic Design Provisions for Steel Structures//Proc.7th Pacific Structural Steel Conference.Long Beach:2004
7 日本建築センタ一.建築物の構造関係技術基準解説?.全国官報販売協同組合出版,2007
8 YB9081-97 冶金建筑抗震设计规范
9 李国强,孙飞飞.关于钢结构抗震存在的问题及建议.地震工程与工程振动,2006,26(3):108-114
10GB50009-2001 建筑结构荷载规范
11CECS160∶2004 建筑工程抗震性态设计通则(试用)
12Nakashi ma M,Charles WRoeder,Yoshiomi Maruoka.Steel Mo-ment Frames for Earthquakes in United States and Japan.Jour-nal of Structural Engineering,2000(8):861-886
13陈以一,周锋,陈城.宽肢薄腹H形截面钢柱的滞回性能.世界地震工程,2002,18(4):23-29
14Alexander Newman.金属建筑系统:设计与规范.余洲良,译.北京:清华大学出版社,2001:31,168
15Nakashi ma M,Inoue K,Tada K.Classification of Damages to Steel Buildings Observed in the1995Hyogoken-Nanbu Earth-quake.Engineering Structures,1998,20:271-281
16CECS102∶2002 门式刚架轻型房屋钢结构技术规程
17European Commission for Standardization.General Rules and Rules for Buildings.Eurocode3(EC3Part1-1),2003
18Edoardo M Marino,Nakashi ma M,Khalid M Mosalam.Com-parison of European and Japanese Seismic Design of Steel Build-ing Structures.Engineering Structures,2005,27:827-840
19Motohide Tada,Tomonori Fukui,Nakashi ma M,et al.Compar-ison of Strength Capacity for Steel Building Structures in the U-nited States and Japan.Earthquake Engineering and Engineering Seismology,2003,4(1):37-49
2 GB50011-2001 建筑抗震设计规范
3 DGJ108-9-2003 建筑抗震设计规程
4 American Institute of Steel Construction(AISC).Seismic Provi-sions for Structural Steel Buildings.ANSI/AISC341-05,2005
5 European Commission for Standardization.Design Provisions for Earthquake Resistance of Structures.Eurocode8(EC8)CEN/TC250/SC8,2003
6 Robert Tremblay.New Canadian Seismic Design Provisions for Steel Structures//Proc.7th Pacific Structural Steel Conference.Long Beach:2004
7 日本建築センタ一.建築物の構造関係技術基準解説?.全国官報販売協同組合出版,2007
8 YB9081-97 冶金建筑抗震设计规范
9 李国强,孙飞飞.关于钢结构抗震存在的问题及建议.地震工程与工程振动,2006,26(3):108-114
10GB50009-2001 建筑结构荷载规范
11CECS160∶2004 建筑工程抗震性态设计通则(试用)
12Nakashi ma M,Charles WRoeder,Yoshiomi Maruoka.Steel Mo-ment Frames for Earthquakes in United States and Japan.Jour-nal of Structural Engineering,2000(8):861-886
13陈以一,周锋,陈城.宽肢薄腹H形截面钢柱的滞回性能.世界地震工程,2002,18(4):23-29
14Alexander Newman.金属建筑系统:设计与规范.余洲良,译.北京:清华大学出版社,2001:31,168
15Nakashi ma M,Inoue K,Tada K.Classification of Damages to Steel Buildings Observed in the1995Hyogoken-Nanbu Earth-quake.Engineering Structures,1998,20:271-281
16CECS102∶2002 门式刚架轻型房屋钢结构技术规程
17European Commission for Standardization.General Rules and Rules for Buildings.Eurocode3(EC3Part1-1),2003
18Edoardo M Marino,Nakashi ma M,Khalid M Mosalam.Com-parison of European and Japanese Seismic Design of Steel Build-ing Structures.Engineering Structures,2005,27:827-840
19Motohide Tada,Tomonori Fukui,Nakashi ma M,et al.Compar-ison of Strength Capacity for Steel Building Structures in the U-nited States and Japan.Earthquake Engineering and Engineering Seismology,2003,4(1):37-49
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