我国“强柱弱梁”措施表达式影响因素分析
|
摘要
对于按中国规范分别设计的位于不同设防烈度分区、不同抗震等级的2个空间框架和5个平面框架,通过考察各节点的四类弯矩比计算结果,讨论了楼层位置、烈度区、梁跨度、现浇板钢筋、梁底纵筋"超配"等因素对"强柱弱梁"措施的影响规律。结果表明,采用《建筑抗震设计规范》(GB 50011—2010)式(6.2.2-1)进行"强柱弱梁"调整时,低烈度区框架应同时考虑现浇板钢筋、梁底纵筋"超配"的影响,高烈度区框架可主要考虑现浇板钢筋的影响;确定现浇板钢筋的增强幅度、梁底纵筋的"超配"幅度时均需考虑烈度区、楼层位置、梁跨度的影响。
Two RC space frames and five RC plane frames in different earthquake intensity regions and with different seismic precautionary criteria were designed according to Chinese code. The influencing laws of the floor location,earthquake intensity region,span of beam,reinforcement of cast-in-place slab and over-reinforced bottom longitudinal bars of beam on the strong column-weak beam measures were discussed based on the calculating results of four types of bending moment ratios of each node. The results show that when formula(6. 2. 2-1) in Code for seismic design of buildings( GB 50011—2010) was adopted for the strong column-weak beam measures,the effect of reinforcements of cast-in-place slab and over-reinforced bottom longitudinal bars of beam should be considered for the frames in lower earthquake intensity regions,while the effect of reinforcements of cast-in-place slab should be mainly considered for the frames in higher earthquake intensity regions. The influences of earthquake intensity region,floor location and span of beam should be considered when the increase range of reinforcements of cast-in-place slab and over-reinforced bottom longitudinal bars of beam were determined.
Two RC space frames and five RC plane frames in different earthquake intensity regions and with different seismic precautionary criteria were designed according to Chinese code. The influencing laws of the floor location,earthquake intensity region,span of beam,reinforcement of cast-in-place slab and over-reinforced bottom longitudinal bars of beam on the strong column-weak beam measures were discussed based on the calculating results of four types of bending moment ratios of each node. The results show that when formula(6. 2. 2-1) in Code for seismic design of buildings( GB 50011—2010) was adopted for the strong column-weak beam measures,the effect of reinforcements of cast-in-place slab and over-reinforced bottom longitudinal bars of beam should be considered for the frames in lower earthquake intensity regions,while the effect of reinforcements of cast-in-place slab should be mainly considered for the frames in higher earthquake intensity regions. The influences of earthquake intensity region,floor location and span of beam should be considered when the increase range of reinforcements of cast-in-place slab and over-reinforced bottom longitudinal bars of beam were determined.
引文
[1]PARK R,PAULAY T.Reinforced concrete structures[M].New York:John Wiley&Sons,1975:554-568.
[2]GB 50011—2010建筑抗震设计规范[S].北京:中国建筑工业出版社,2010.
[3]王亚勇.汶川地震建筑震害启示——抗震概念设计[J].建筑结构学报,2008,29(4):20-25.
[4]叶列平,曲哲,马千里,等.从汶川地震中框架结构震害谈“强柱弱梁”屈服机制的实现[J].建筑结构,2008,38(11):52-59.
[5]冯远,肖克艰,刘宜丰.汶川地震灾害引发建筑结构设计者的思考[J].建筑结构,2008,38(7):25-27.
[6]GB 50011—2001建筑抗震设计规范[S].北京:中国建筑工业出版社,2001.
[7]GBJ 11—89建筑抗震设计规范[S].北京:中国建筑工业出版社,1990.
[8]韦锋,杨红,白绍良.对我国不同烈度区钢筋混凝土框架现行抗震规定的初步验证[J].重庆建筑大学学报,2001,23(6):1-9.
[9]韦锋,杨红,傅剑平,等.普通钢筋混凝土规则框架的弹塑性地震反应分析[J].重庆大学学报:自然科学版,2007,30(7):59-65.
[10]杨红,朱振华,白绍良.双向地震作用下我国“强柱弱梁”措施的有效性评估[J].土木工程学报,2011,44(1):58-64.
[11]杨红,孙永炜,张睿,等.基于梁铰机制的柱端弯矩增强措施研究[J].土木工程学报,2014,47(4):64-74.
[12]杨红,韦锋,白绍良,等.柱增强系数取值对钢筋混凝土抗震框架塑性铰机构的控制效果[J].工程力学,2005,22(2):155-161.
[13]杨红,王建辉,白绍良.双向地震作用对柱端弯矩增强系数的影响分析[J].土木工程学报,2008,41(9):40-47.
[14]杨红,高文生,王志军.空间框架简化为平面模型的抗震分析[J].重庆大学学报:自然科学版,2008,31(11):1267-1272.
[15]杨红,张和平,骆文进,等.双向地震下RC框架柱端弯矩增强措施的合理取值[J].四川大学学报:工程科学版,2012,44(1):19-27.
[16]杨红,王七林,白绍良.双向水平地震作用下我国框架的“强柱弱梁”屈服机制[J].建筑结构,2010,40(8):71-76.
[17]GB 50010—2010混凝土结构设计规范[S].北京:中国建筑工业出版社,2011.
[2]GB 50011—2010建筑抗震设计规范[S].北京:中国建筑工业出版社,2010.
[3]王亚勇.汶川地震建筑震害启示——抗震概念设计[J].建筑结构学报,2008,29(4):20-25.
[4]叶列平,曲哲,马千里,等.从汶川地震中框架结构震害谈“强柱弱梁”屈服机制的实现[J].建筑结构,2008,38(11):52-59.
[5]冯远,肖克艰,刘宜丰.汶川地震灾害引发建筑结构设计者的思考[J].建筑结构,2008,38(7):25-27.
[6]GB 50011—2001建筑抗震设计规范[S].北京:中国建筑工业出版社,2001.
[7]GBJ 11—89建筑抗震设计规范[S].北京:中国建筑工业出版社,1990.
[8]韦锋,杨红,白绍良.对我国不同烈度区钢筋混凝土框架现行抗震规定的初步验证[J].重庆建筑大学学报,2001,23(6):1-9.
[9]韦锋,杨红,傅剑平,等.普通钢筋混凝土规则框架的弹塑性地震反应分析[J].重庆大学学报:自然科学版,2007,30(7):59-65.
[10]杨红,朱振华,白绍良.双向地震作用下我国“强柱弱梁”措施的有效性评估[J].土木工程学报,2011,44(1):58-64.
[11]杨红,孙永炜,张睿,等.基于梁铰机制的柱端弯矩增强措施研究[J].土木工程学报,2014,47(4):64-74.
[12]杨红,韦锋,白绍良,等.柱增强系数取值对钢筋混凝土抗震框架塑性铰机构的控制效果[J].工程力学,2005,22(2):155-161.
[13]杨红,王建辉,白绍良.双向地震作用对柱端弯矩增强系数的影响分析[J].土木工程学报,2008,41(9):40-47.
[14]杨红,高文生,王志军.空间框架简化为平面模型的抗震分析[J].重庆大学学报:自然科学版,2008,31(11):1267-1272.
[15]杨红,张和平,骆文进,等.双向地震下RC框架柱端弯矩增强措施的合理取值[J].四川大学学报:工程科学版,2012,44(1):19-27.
[16]杨红,王七林,白绍良.双向水平地震作用下我国框架的“强柱弱梁”屈服机制[J].建筑结构,2010,40(8):71-76.
[17]GB 50010—2010混凝土结构设计规范[S].北京:中国建筑工业出版社,2011.
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