钢筋混凝土梁对应于各地震损伤状态的变形计算
|
摘要
对以受弯为主的钢筋混凝土梁对应于5个主要损伤状态(屈服、混凝土保护层压碎、剥落、纵向受力钢筋屈曲、极限状态)的变形进行了研究。首先通过对梁截面的弯矩-曲率关系分析建立了各损伤状态下梁截面受压区高度的计算方法。接着,利用在另文中得到的钢筋混凝土柱在各损伤状态下的截面压区边缘的混凝土应变大小,采用平截面假定和钢筋混凝土受弯构件的塑性铰理论建立了钢筋混凝土梁对应于各损伤状态的变形计算公式。文中提出的方法可为钢筋混凝土梁基于位移的抗震设计和抗震性能评价提供依据。
Displacements corresponding to five main seismic damage states,i.e.,yielding,crushing and spalling of cover concrete,bucking of longitudinal bar,and ultimate limit state,were studied for flexure-dominant reinforced concrete(RC) beams.At first,the method was developed to estimate the compression zone depth of beam section at different damage states by moment-curvature analysis.Secondly,by use of the individual strain of the extreme compression fiber in the column section at different damage states obtained from the companion paper,the formulas to predict the displacement at individual damage state were derived for RC beams on the basis of the plane-section hypothesis and plastic-hinge method.The method proposed in this paper can be used as the basis for displacement-based seismic design and estimation of seismic performance for RC beams.
Displacements corresponding to five main seismic damage states,i.e.,yielding,crushing and spalling of cover concrete,bucking of longitudinal bar,and ultimate limit state,were studied for flexure-dominant reinforced concrete(RC) beams.At first,the method was developed to estimate the compression zone depth of beam section at different damage states by moment-curvature analysis.Secondly,by use of the individual strain of the extreme compression fiber in the column section at different damage states obtained from the companion paper,the formulas to predict the displacement at individual damage state were derived for RC beams on the basis of the plane-section hypothesis and plastic-hinge method.The method proposed in this paper can be used as the basis for displacement-based seismic design and estimation of seismic performance for RC beams.
引文
[1]周定松,吕西林,蒋欢军.钢筋混凝土框架梁的变形能力及基于性能的抗震设计方法[J].地震工程与工程振动,2005,25(4):60-66.
[2]蒋欢军,吕西林.钢筋混凝土柱对应于各地震损伤状态的侧向变形计算[J].地震工程与工程振动,2008,28(2):44-50.
[3]Mander J B,Priestley MJ N,Park R.Theoretical stressstrain model for confined concrete[J].Journal ofStructural Engineering ASCE,1988,114(8):1804-1826.
[4]Priestley MJ N.Brief comments on elastic flexibility ofreinforcement concrete frames and significance toseismic design[J].Bulletin of the New ZealandNational Society for Earthquake Engineering,1998,31(4):246-259.
[5]Paulay T,Priestly M J N.Seismic design of reinforcedconcrete and masonry buildings[M].New York:JohnWiley&Sons,Inc,1992.
[6]Priestley M J N,Kowalsky M J.Direct displacement-based seismic design of concrete buildings[J].Bulletin of the New Zealand National Society forEarthquake Engineering,2000,33(4):422-443.
[2]蒋欢军,吕西林.钢筋混凝土柱对应于各地震损伤状态的侧向变形计算[J].地震工程与工程振动,2008,28(2):44-50.
[3]Mander J B,Priestley MJ N,Park R.Theoretical stressstrain model for confined concrete[J].Journal ofStructural Engineering ASCE,1988,114(8):1804-1826.
[4]Priestley MJ N.Brief comments on elastic flexibility ofreinforcement concrete frames and significance toseismic design[J].Bulletin of the New ZealandNational Society for Earthquake Engineering,1998,31(4):246-259.
[5]Paulay T,Priestly M J N.Seismic design of reinforcedconcrete and masonry buildings[M].New York:JohnWiley&Sons,Inc,1992.
[6]Priestley M J N,Kowalsky M J.Direct displacement-based seismic design of concrete buildings[J].Bulletin of the New Zealand National Society forEarthquake Engineering,2000,33(4):422-443.
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