跨海大桥节段拼装桥墩的抗震设计
|
摘要
节段拼装桥墩是适应新的桥梁施工方法的新型结构体系,具有施工进度快、环境冲击少、施工质量高等优点。以矩形空心截面节段拼装高墩为例,利用纤维梁-柱单元建立桥墩的有限元模型,通过与已有拟静力试验结果的对比,验证模拟方法的正确性。在节段拼装桥墩的优化设计中,将水平承载力分析与理论模型的预测结果加以比较,并分析桥墩的地震时程响应。试验模拟结果表明,拼装桥墩的节段接缝处的耗能钢筋可以增强桥墩的水平承载力,显著提高其耗能、增大残余位移;提高预应力钢筋的配筋率虽能增强桥墩的水平承载力,但对能量耗散和残余位移影响不大;预应力筋有黏结时比无黏结时的水平承载力提高约30%,有黏结时的残余位移约为无黏结时的2倍。桥墩的地震时程响应分析结果表明,增加耗能钢筋可以提高桥墩的水平承载能力、减小桥墩顶部的最大位移、延缓桥墩的破坏过程。
As a new structural system,the segmental assembly abutments are adopted to adapt to new bridge construction technologies,which can shorten construction period,minimize environmental impact and improve construction quality etc.Rectangular hollow section segmental assembly high-abutment is taken as an example,in which fiber beam-column element is used to create bridge abutment finite element model,and the simulation method is validated by comparing with the static test simulated result.In the design optimization of segmental assembly abutments,lateral bearing capacity analysis is compared with theoretical model prediction result,and seismic time-history response analysis of bridge abutments is made too.The simulation test result shows that the lateral bearing capacity,energy dissipating capability,and residual displacement of bridge abutments can be greatly enhanced by adding energy dissipating reinforcement at segmental joints.High ratio of pre-stressed reinforcement enhances lateral bearing capacity of abutments,but has little effect on residual displacement and energy dissipation.The lateral bearing capacity is increased by 30 % when pre-stressed reinforcement are adhering each other,the adhesive residual displacement is 2 times as much as non-adhesive one.The seismic time-history response analysis shows that more energy dissipating reinforcement increases the lateral bearing capacity decreases the maximum displacement at the top of abutments and extends the service life of abutments.
As a new structural system,the segmental assembly abutments are adopted to adapt to new bridge construction technologies,which can shorten construction period,minimize environmental impact and improve construction quality etc.Rectangular hollow section segmental assembly high-abutment is taken as an example,in which fiber beam-column element is used to create bridge abutment finite element model,and the simulation method is validated by comparing with the static test simulated result.In the design optimization of segmental assembly abutments,lateral bearing capacity analysis is compared with theoretical model prediction result,and seismic time-history response analysis of bridge abutments is made too.The simulation test result shows that the lateral bearing capacity,energy dissipating capability,and residual displacement of bridge abutments can be greatly enhanced by adding energy dissipating reinforcement at segmental joints.High ratio of pre-stressed reinforcement enhances lateral bearing capacity of abutments,but has little effect on residual displacement and energy dissipation.The lateral bearing capacity is increased by 30 % when pre-stressed reinforcement are adhering each other,the adhesive residual displacement is 2 times as much as non-adhesive one.The seismic time-history response analysis shows that more energy dissipating reinforcement increases the lateral bearing capacity decreases the maximum displacement at the top of abutments and extends the service life of abutments.
引文
[1]Wang J C,Ou Y C,Chang K C,et al.Large-scale SeismicTests of Tall Concrete Bridge Columns with PrecastSegmental Construction[J].Earthquake Engineering andStructural Dynamics,2008,37(5):1 449-1 465.
[2]Yamashita R,Sanders D H.Seismic Performance of PrecastUn-bonded Pre-stressed Concrete Columns[J].ACI StructuralJournal,2009,106(6):821-830.
[3]王志强,葛继平,魏红一,等.节段拼装桥墩抗震性能研究进展[J].地震工程与工程振动,2009,29(4):147-154.
[4]葛继平,刘丰,魏红一,等.胶接缝连接的节段拼装桥墩抗震分析模型[J].武汉理工大学学报:交通科学与工程版,2009,33(5):880-883.
[5]Kwan W P,Billington S L.Un-bonded Post-tensionedConcrete Bridge Piers II:Seismic Analyses[J].Journal ofBridge Engineering,2003,8(2):102-111.
[6]布占宇,唐光武.无黏结预应力带耗能钢筋预制节段拼装桥墩抗震性能研究[J].中国铁道科学,2011,32(3):33-40.
[7]布占宇,占陈文,石鑫磊,等.节段拼装混凝土桥墩抗震性能研究[J].宁波大学学报:理工版,2011,24(2):83-88.
[8]Ou Y C,Tsai M S,Chang K C,et al.Cyclic Behavior ofPrecast Segmental Concrete Bridge Columns with HighPerformance or Conventional Steel Reinforcing Bars asEnergy Dissipation Bars[J].Earthquake Engineering andStructural Dynamics,2010,39(11):1 181-1 198.
[9]Ou Y C,Wang P H,Tsai M S,et al.Large-scaleExperimental Study of Precast Segmental Un-bonded Post-tensioned Concrete Bridge Columns for Seismic Regions[J].Journal of Structural Engineering,2010,136(3):255-264.
[10]Chou C C,Hsu C P.Hysteretic Model Development andSeismic Response of Un-bonded Post-tensioned PrecastCFT Segmental Bridge Columns[J].Earthquake Engineeringand Structural Dynamics,2008,37(3):919-934.
[11]Shim C S,Chung C H,Kim H H.Experimental Evaluationof Seismic Performance of Precast Segmental Bridge Pierswith A Circular Solid Section[J].Engineering Structures,2008,30(9):3 782-3 792.
[12]Kim T H,Lee H M,Kim Y J,etal.Performance Assessmentof Precast Concrete Segmental Bridge Columns with A ShearResistant Connecting Structure[J].Engineering Structures,2010,32(4):1 292-1 303.
[13]Palermo A,Pampanin S,Marriott D.Design,Modelingand Experimental Response of Seismic Resistant BridgePiers with Post-tensioned Dissipating Connections[J].Journal of Structural Engineering,2007,133(11):1 648-1661.
[14]王志强,葛继平,魏红一.东海大桥预应力混凝土桥墩抗震性能分析[J].同济大学学报:自然科学版,2008,36(11):1 462-1 466.
[15]Park R,Kent D C,Sampton R A.Reinforced ConcreteMembers with Cyclic Loading[J].Journal of the StructuralDivision,ASCE,1972,98(7):1341-60.
[16]Scott B D,Park R,Priestley M J N.Stress-strain Behaviorof Concrete Confined by Overlapping Hoops at Low andHigh Strain Rates[J].ACI Journal,1982,79(2):13-27.
[17]Menegotto M,Pinto P E.Method of Analysis for CyclicallyLoaded R/C.Plane Frames Including Changes in Geometryand Non-elastic Behavior of Elements Under CombinedHorizontal Force and Bending[C]//Proc.of IABSESymposium on Resistance and Ultimate Deformability ofStructures Acted on Well Defined Repeated Loads.1973:15-22.
[2]Yamashita R,Sanders D H.Seismic Performance of PrecastUn-bonded Pre-stressed Concrete Columns[J].ACI StructuralJournal,2009,106(6):821-830.
[3]王志强,葛继平,魏红一,等.节段拼装桥墩抗震性能研究进展[J].地震工程与工程振动,2009,29(4):147-154.
[4]葛继平,刘丰,魏红一,等.胶接缝连接的节段拼装桥墩抗震分析模型[J].武汉理工大学学报:交通科学与工程版,2009,33(5):880-883.
[5]Kwan W P,Billington S L.Un-bonded Post-tensionedConcrete Bridge Piers II:Seismic Analyses[J].Journal ofBridge Engineering,2003,8(2):102-111.
[6]布占宇,唐光武.无黏结预应力带耗能钢筋预制节段拼装桥墩抗震性能研究[J].中国铁道科学,2011,32(3):33-40.
[7]布占宇,占陈文,石鑫磊,等.节段拼装混凝土桥墩抗震性能研究[J].宁波大学学报:理工版,2011,24(2):83-88.
[8]Ou Y C,Tsai M S,Chang K C,et al.Cyclic Behavior ofPrecast Segmental Concrete Bridge Columns with HighPerformance or Conventional Steel Reinforcing Bars asEnergy Dissipation Bars[J].Earthquake Engineering andStructural Dynamics,2010,39(11):1 181-1 198.
[9]Ou Y C,Wang P H,Tsai M S,et al.Large-scaleExperimental Study of Precast Segmental Un-bonded Post-tensioned Concrete Bridge Columns for Seismic Regions[J].Journal of Structural Engineering,2010,136(3):255-264.
[10]Chou C C,Hsu C P.Hysteretic Model Development andSeismic Response of Un-bonded Post-tensioned PrecastCFT Segmental Bridge Columns[J].Earthquake Engineeringand Structural Dynamics,2008,37(3):919-934.
[11]Shim C S,Chung C H,Kim H H.Experimental Evaluationof Seismic Performance of Precast Segmental Bridge Pierswith A Circular Solid Section[J].Engineering Structures,2008,30(9):3 782-3 792.
[12]Kim T H,Lee H M,Kim Y J,etal.Performance Assessmentof Precast Concrete Segmental Bridge Columns with A ShearResistant Connecting Structure[J].Engineering Structures,2010,32(4):1 292-1 303.
[13]Palermo A,Pampanin S,Marriott D.Design,Modelingand Experimental Response of Seismic Resistant BridgePiers with Post-tensioned Dissipating Connections[J].Journal of Structural Engineering,2007,133(11):1 648-1661.
[14]王志强,葛继平,魏红一.东海大桥预应力混凝土桥墩抗震性能分析[J].同济大学学报:自然科学版,2008,36(11):1 462-1 466.
[15]Park R,Kent D C,Sampton R A.Reinforced ConcreteMembers with Cyclic Loading[J].Journal of the StructuralDivision,ASCE,1972,98(7):1341-60.
[16]Scott B D,Park R,Priestley M J N.Stress-strain Behaviorof Concrete Confined by Overlapping Hoops at Low andHigh Strain Rates[J].ACI Journal,1982,79(2):13-27.
[17]Menegotto M,Pinto P E.Method of Analysis for CyclicallyLoaded R/C.Plane Frames Including Changes in Geometryand Non-elastic Behavior of Elements Under CombinedHorizontal Force and Bending[C]//Proc.of IABSESymposium on Resistance and Ultimate Deformability ofStructures Acted on Well Defined Repeated Loads.1973:15-22.
版权所有：© 2023 中国地质图书馆 中国地质调查局地学文献中心