削切钢盖板梁柱接头设计与耐震行为
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摘要
本研究的目的为提出新式的梁柱接头以避免在工地现场进行梁柱接头全渗透焊接,同时亦控制塑性变形发生在一简单、可修复的装置(削切盖板)而非钢梁。削切盖板(RFP)以焊接或栓接方式固定于钢管混凝土(CFT)柱,以螺栓或填角焊与梁翼板接合,四组全尺寸削切盖板梁柱接头试体试验结果显示:(1)削切盖板梁柱接头在反复载重作用下均可超越0.04弧度的位移角,而使梁的塑性弯矩强度得以发挥;(2)塑性变形发生在削切盖板而非钢梁上,进而避免钢梁的挫屈;(3)利用有限元素分析程序ABAQUS可预测试体接头的反复载重行为,并证明削切盖板梁柱接头的弹性挠曲劲度与盖板梁柱接头相似,满足刚性接头的劲度要求;(4)削切盖板的非弹性挫屈强度可藉由本研究提出的非线性回归分析模型预测。
A new moment connection that overcomes difficulties in achieving field-weld quality and eliminates steel beam buckling encountered in steel moment connections is studied in detail in this paper.Reduced Flange Plates(RFPs)were adopted to connect the steel beam flanges and a concrete-filled tube(CFT)column without any other direct connection.Four RFP moment connection tests and analytical studies show that(1)the connections transferred the entire beam flexural strength to the column and reached an interstory drift of 4% with minor strength degradation,(2)failure of the connections was owing to buckling or fracturing of the RFP and not of the beam,(3)the RFP connection subassembly,modeled using the non-linear finite element computer program ABAQUS,exhibited hysteretic behavior similar to that of the Flange Plate(FP)moment connection subassembly,satisfying rigid connection requirements,and(4)the inelastic buckling force of the RFP was determined by a proposed nonlinear model that relates buckling force to RFP geometries.
A new moment connection that overcomes difficulties in achieving field-weld quality and eliminates steel beam buckling encountered in steel moment connections is studied in detail in this paper.Reduced Flange Plates(RFPs)were adopted to connect the steel beam flanges and a concrete-filled tube(CFT)column without any other direct connection.Four RFP moment connection tests and analytical studies show that(1)the connections transferred the entire beam flexural strength to the column and reached an interstory drift of 4% with minor strength degradation,(2)failure of the connections was owing to buckling or fracturing of the RFP and not of the beam,(3)the RFP connection subassembly,modeled using the non-linear finite element computer program ABAQUS,exhibited hysteretic behavior similar to that of the Flange Plate(FP)moment connection subassembly,satisfying rigid connection requirements,and(4)the inelastic buckling force of the RFP was determined by a proposed nonlinear model that relates buckling force to RFP geometries.
引文
[1]Chen S J,Yeh C H,Chu J M.Ductile steel beam-to-column connections for seismic resistance[J].J.Structural Engi-neering,ASCE,1996,122(11):1292-1299.
[2]Engelhardt MD,Winneberger T,Zekany AJ,et al.The dog-bone connection:Part II[J].Modern Steel Construction,AISC,1996.
[3]Plumier A.The dogbone:back to the future[J].Eng J,1997,34(2):61-67.
[4]Chou C C,Uang C M.Cyclic performance of a type of steel beamto steel-encased reinforced concrete column moment connections[J].J.Constructional Steel Research,2002,58:637-663.
[5]Whittaker A S,Gilani A S J,Takhirov S M,et al.Forensic studies of a large cover-plate steel moment-resisting connec-tion[J].The Structural Design of Tall Buildings,2002,7:265-283.
[6]KimT,Whittaker AS,Gilani AS J,et al.Experimental evalua-tion of plate-reinforced steel moment-resisting connections[J].J.Structural Engineering,ASCE,2002,128(4):483-491.
[7]Schneider S,Teeraparbwong l.Inelastic behavior of boltedflange plate connections[J].J.Structural Engineering,ASCE,2002,128(4):492-500.
[8]FEMA,Recommended Seismic Design Criteria for NewSteel Moment-Frame Buildings[M].FEMA350,Federal Emer-gency Management Agency,Washington,D C,2000.
[9]周中哲,吴家庆,周志雄.削切盖板钢骨梁柱接头之耐震行为研究[R],报告编号:NCREE-05-017,台湾:地震工程研究中心,2005.
[10]Chou C C,Chen J H,Chen Y C,et al.Evaluating perform-ance of post-tensioned steel connections with strands and re-duced flange plates[J].Earthquake Engineering and Struc-tural Dynamics,2006,35(9):1167-1185.
[11]Chou C C,Chen J H.Experimental response and finite ele-ment analysis of post-tensioned connections with steel beams and a reinforced concrete column[C].10th East Asia-Pacific Conference on Structural Engineering and Construction,Bangkok,Thailand,2006,419-424.
[12]周中哲,陈俊翰,许协隆.实尺寸预力建筑构架耐震试验[C].第四届海峡两岸结构与大地工程学术研讨会,浙江,2007.
[13]AISC,Seismic provisions for structural steel buildings[S].AISC,Chicago,IL,2002.
[14]HKS,ABAQUS User’s Manual Version6.3[M].Hibbitt,Karlsson&Sorensen,Inc.,Pawtucket,RI,2003.
[15]Uang CM,Fan C C.Cyclic stability criteriafor steel moment connections withreduced beamsection[J].J.Structural En-gineering,ASCE,2001,127(9):1021-1027.
[16]ChouC C,Wu C C.Performance evaluation of steel reduced flange plate moment connections[J].Earthquake Engineering and Structural Dynamics,2007,36:2083-2097.
[2]Engelhardt MD,Winneberger T,Zekany AJ,et al.The dog-bone connection:Part II[J].Modern Steel Construction,AISC,1996.
[3]Plumier A.The dogbone:back to the future[J].Eng J,1997,34(2):61-67.
[4]Chou C C,Uang C M.Cyclic performance of a type of steel beamto steel-encased reinforced concrete column moment connections[J].J.Constructional Steel Research,2002,58:637-663.
[5]Whittaker A S,Gilani A S J,Takhirov S M,et al.Forensic studies of a large cover-plate steel moment-resisting connec-tion[J].The Structural Design of Tall Buildings,2002,7:265-283.
[6]KimT,Whittaker AS,Gilani AS J,et al.Experimental evalua-tion of plate-reinforced steel moment-resisting connections[J].J.Structural Engineering,ASCE,2002,128(4):483-491.
[7]Schneider S,Teeraparbwong l.Inelastic behavior of boltedflange plate connections[J].J.Structural Engineering,ASCE,2002,128(4):492-500.
[8]FEMA,Recommended Seismic Design Criteria for NewSteel Moment-Frame Buildings[M].FEMA350,Federal Emer-gency Management Agency,Washington,D C,2000.
[9]周中哲,吴家庆,周志雄.削切盖板钢骨梁柱接头之耐震行为研究[R],报告编号:NCREE-05-017,台湾:地震工程研究中心,2005.
[10]Chou C C,Chen J H,Chen Y C,et al.Evaluating perform-ance of post-tensioned steel connections with strands and re-duced flange plates[J].Earthquake Engineering and Struc-tural Dynamics,2006,35(9):1167-1185.
[11]Chou C C,Chen J H.Experimental response and finite ele-ment analysis of post-tensioned connections with steel beams and a reinforced concrete column[C].10th East Asia-Pacific Conference on Structural Engineering and Construction,Bangkok,Thailand,2006,419-424.
[12]周中哲,陈俊翰,许协隆.实尺寸预力建筑构架耐震试验[C].第四届海峡两岸结构与大地工程学术研讨会,浙江,2007.
[13]AISC,Seismic provisions for structural steel buildings[S].AISC,Chicago,IL,2002.
[14]HKS,ABAQUS User’s Manual Version6.3[M].Hibbitt,Karlsson&Sorensen,Inc.,Pawtucket,RI,2003.
[15]Uang CM,Fan C C.Cyclic stability criteriafor steel moment connections withreduced beamsection[J].J.Structural En-gineering,ASCE,2001,127(9):1021-1027.
[16]ChouC C,Wu C C.Performance evaluation of steel reduced flange plate moment connections[J].Earthquake Engineering and Structural Dynamics,2007,36:2083-2097.
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