寬厚比超限的高強鋼方形截面軸心受壓構件極限承載力*
申紅俠
- 摘 要
-
申紅俠(西安建筑科技大學土木工程學院，結構工程與抗震教育部重點實驗室，西安 710055)［摘要］采用有限元法分析了Q345，Q390及Q420鋼寬厚比超限(b/t=40，50，60和70)的焊接方形截面軸心受壓構件的極限承載力，并將計算結果和直接強度法、有效屈服強度法相比較。研究表明：有限元模擬結果和直接強度法計算結果吻合較好，有效屈服強度法略為保守；采用兩種方法計算時，焊接方形截面應按a類而非《鋼結構設計規(guī)范》（GB 50017—2003）規(guī)定的b類截面查穩(wěn)定系數(shù)φ；采用有效屈服強度法時，板件正則化長細比應取λp=φfy/σcr,p。建議修訂規(guī)范時將直接強度法和有效屈服強度法也納入規(guī)范。［關鍵詞］高強度鋼； 焊接方形截面； 軸心受壓構件； 局部整體相關屈曲； 極限承載力； 直接強度法； 有效屈服強度法中圖分類號：TU391,TU3231,TU3112文獻標識碼：A文章編號：1002848X(2012)11011904Ultimate capacity of high-strength steel square box columns with large plate width-to-thickness ratioShen Hongxia(School of Civil Engineering, Key Laboratory of Structural and Aseismatic Engineering of the Education Ministry, Xi'an University of Architecture and Technology, Xi'an 710055, China)Abstract: The ultimate capacity of axially loaded welded square box section members made of high strength steel (Q345, Q390 and Q420), with width-to-thickness ratio of 40, 50, 60 and 70, was analyzed by finite element method. The numerical results were compared with the results calculated by direct strength and effective yield strength method. It shows that good agreements are observed between the results calculated by the finite element model and direct strength method, and the effective yield strength method is slightly conservative. A welded square box section with large width-to-thickness ratio should be classed with curve a instead of curve b as provided in Code for design of steel structures (GB 50017-2003) when using the two methods. The equivalent slenderness ratio λp of the plate should be taken as φfy/σcr,p, when the effective yield strength method is used. It is suggested that the direct strength and effective yield strength method should be added to the specification when modifying the national standard GB 50017-2003.Keywords: high-strength steel; welded square box section; axially loaded member; local-overall interaction buckling; ultimate capacity; direct strength method; effective yield strength method*陜西省教育廳專項科研計劃項目（11JK0950），陜西省重點學科建設專項資金項目(E01001，E01003)。作者簡介：申紅俠，博士，副教授，Email: shenhongxia88@126.com。參考文獻［1］ 石永久. 高強度和高性能鋼材在建筑結構中的應用和發(fā)展［C］//第三屆結構工程新進展國際論壇文集. 北京: 中國建筑工業(yè)出版社, 2009：397407.［2］ GB 50017—2003 鋼結構設計規(guī)范［S］. 北京: 中國計劃出版社, 2003.［3］ 施剛，王元清，石永久. 高強度鋼材軸心受壓構件的受力性能［J］. 建筑結構學報, 2009, 30(2): 9297.［4］ 施剛，石永久，王元清. 超高強度鋼材焊接箱形軸心受壓柱整體穩(wěn)定的有限元分析［J］. 沈陽建筑大學學報：自然科學版, 2009, 25(2): 255261.［5］ GAO LEI, SUN HONGCAI, JIN FENGNIAN, et al. Loadingcarrying capacity of highstrength steel boxsections I: stub columns ［J］. Journal of Constructional Steel Research, 2009, 65(4): 918924.［6］ 王衛(wèi)永,李國強,戴國欣.軸心受壓高強度H 型鋼柱抗火性能［J］. 重慶大學學報, 2010, 33(10): 7682.［7］ USAMI TSUTOMU, FUKUMOTO YUHSHI. Local and overall buckling of welded box columns ［J］. Journal of the Structural Division, 1982, 108(ST3):525542.［8］ USAMI TSUTOMU, FUKUMOTO YUHSHI. Welded box compression members ［J］. Journal of the Structural Engineering, 1984, 110(10):24572470.［9］ DEGE HERV, DETZEL ANNETTE, KUHLMANN ULRIKE. Interaction of global and local buckling in welded RHS compression members ［J］. Journal of Constructional Steel Research, 2008, 64(78): 755765.［10］ 陳紹蕃. 焊接薄壁箱形截面軸心壓桿的承載力計算［J］. 建筑鋼結構進展, 2009, 11(6): 17.［11］ 楊娜, 支旭東, 沈世釗. H型鋼楔形薄壁構件的局部屈曲性能分析［J］. 土木工程學報, 2004, 37(8): 1115.［12］ 陳紹蕃. 鋼結構［M］. 北京：中國建筑工業(yè)出版社, 1992.［13］ Supplement 2004 to the North American specifications for the design of coldformed steel structural members［S］. Washington,D.C. : American Iron and Steel Institute, 2004.
