二级抗震等级异形柱框架结构抗震性能评价
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摘要
通过计算一座二类场地八度(0.2g)抗震设防的异形柱框架在罕遇地震作用下的弹塑性时程响应,对国家现行行业标准《混凝土异形柱结构技术规程》二级框架柱的设计规定进行了初步验证,结果表明除框架底层柱根和T形截面边柱外,该规程的相关设计规定基本上能起到"强柱弱梁"的控制效果.对底层柱根和T形截面边柱的弯矩增强系数取值和配筋形式提出了建议.建议的方案增加配筋量不多,既能达到结构预期的塑性铰分布结果,又方便施工.
Through nonlinear analysis of a typical reinforcement concrete(RC) frame structure with specially shaped columns in earthquake-resistant grade Ⅱ,which is under excitations of three ground motions with the rare intensity level of earthquake intensity 8(0.2g)reign,the effectiveness of design provisions in The Technical Specification for Conrete Structures with Specially Shaped Columns was verified. The result indicates that the design provisions in the technical specification are suitable for "strong column weak beam" requirement,except the moment amplification factors for column roots and T-shaped columns.On this basis,the moment amplification factors for column roots and T-shaped columns were investigated.And an effective reinforcement detail form was suggested.According to the suggestion,the optimal controlling effect on plastic hinge mechanism would be obtained,and the amount of reinforcement would be increased little and the structure would be easily constructed.
Through nonlinear analysis of a typical reinforcement concrete(RC) frame structure with specially shaped columns in earthquake-resistant grade Ⅱ,which is under excitations of three ground motions with the rare intensity level of earthquake intensity 8(0.2g)reign,the effectiveness of design provisions in The Technical Specification for Conrete Structures with Specially Shaped Columns was verified. The result indicates that the design provisions in the technical specification are suitable for "strong column weak beam" requirement,except the moment amplification factors for column roots and T-shaped columns.On this basis,the moment amplification factors for column roots and T-shaped columns were investigated.And an effective reinforcement detail form was suggested.According to the suggestion,the optimal controlling effect on plastic hinge mechanism would be obtained,and the amount of reinforcement would be increased little and the structure would be easily constructed.
引文
[1]刘光明,杨红,邹胜斌,等.基于新规范的钢筋混凝土框架抗震性能评价[J].重庆建筑大学学报,2004,26(1):40-49.Liu Guangming,Yang Hong,Zou Shengbin,et al.Seismic as-sessment of RC frame structure based on new design codes[J].Journal of Chongqing Jianzhu University,2004,26(1):40-49(in Chinese).
[2]中华人民共和国建设部.JGJ149—2006混凝土异形柱结构技术规程[S].北京:中国建筑工业出版社,2006.Ministry of Construction of the People′s Republic of China.JGJ149—2006 Technical Specification for Concrete Structureswith Specially Shaped Columns[S].Beijing:China Architectur-al Industry Press,2006(in Chinese).
[3]European Committee for Standardization.Doc CEN/TC250/SC8/N335 Eurocode 8 Design of Structures for Earthquake Resistance[S].Brussels:CEN Central Secretariat,2003.
[4]ACI Committee 318.Building Code Requirements for StructuralConcrete(ACI318—99)and Commentary(ACI318—99 andACI318R—99)[S].Michigan:Farmington Hills,1999.
[5]王依群.平面结构弹塑性地震响应分析软件NDAS2D及其应用[M].北京:中国水利水电出版社,2006.Wang Yiqun.Software of Inelastic Dynamic Response for PlaneStructures NDAS2D and Applications[M].Beijing:China WaterConservancy and Hydropower Press,2006(in Chinese).
[6]忻鼎康,邓景纹.钢筋混凝土T形截面柱双向轴压比及配筋研究[C]//王依群.混凝土异形柱结构理论及应用.北京:知识产权出版社,2006:42-48.Xin Dingkang,Deng Jingwen.Study on bi-direction ratio offorce and reinforcement of T shaped reinforced concrete columns[C]//Wang Yiqun.Theory and Application of Concrete Structureswith Specially Shaped Columns.Beijing:Intellectual PropertyPublishing House,2006:42-48(in Chinese).
[7]刘中吉.不同配筋形式异形柱抗震性能研究[D].天津:天津大学建筑工程学院,2007.Liu Zhongji.Study on Seismic Behavior of Specially Shaped Col-umns with Different Reinforcement Forms[D].Tianjin:Schoolof Civil Engineering,Tianjin University,2007(in Chinese).
[2]中华人民共和国建设部.JGJ149—2006混凝土异形柱结构技术规程[S].北京:中国建筑工业出版社,2006.Ministry of Construction of the People′s Republic of China.JGJ149—2006 Technical Specification for Concrete Structureswith Specially Shaped Columns[S].Beijing:China Architectur-al Industry Press,2006(in Chinese).
[3]European Committee for Standardization.Doc CEN/TC250/SC8/N335 Eurocode 8 Design of Structures for Earthquake Resistance[S].Brussels:CEN Central Secretariat,2003.
[4]ACI Committee 318.Building Code Requirements for StructuralConcrete(ACI318—99)and Commentary(ACI318—99 andACI318R—99)[S].Michigan:Farmington Hills,1999.
[5]王依群.平面结构弹塑性地震响应分析软件NDAS2D及其应用[M].北京:中国水利水电出版社,2006.Wang Yiqun.Software of Inelastic Dynamic Response for PlaneStructures NDAS2D and Applications[M].Beijing:China WaterConservancy and Hydropower Press,2006(in Chinese).
[6]忻鼎康,邓景纹.钢筋混凝土T形截面柱双向轴压比及配筋研究[C]//王依群.混凝土异形柱结构理论及应用.北京:知识产权出版社,2006:42-48.Xin Dingkang,Deng Jingwen.Study on bi-direction ratio offorce and reinforcement of T shaped reinforced concrete columns[C]//Wang Yiqun.Theory and Application of Concrete Structureswith Specially Shaped Columns.Beijing:Intellectual PropertyPublishing House,2006:42-48(in Chinese).
[7]刘中吉.不同配筋形式异形柱抗震性能研究[D].天津:天津大学建筑工程学院,2007.Liu Zhongji.Study on Seismic Behavior of Specially Shaped Col-umns with Different Reinforcement Forms[D].Tianjin:Schoolof Civil Engineering,Tianjin University,2007(in Chinese).
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