对我国钢筋混凝土框架抗震性态控制效果的识别
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摘要
常规抗震设计中的R-μ关系是实现结构抗震性态控制所必须掌握的关键规律,我国规范在R-μ关系上与国外有影响规范之间存在着较明显差异。为了判明这种差异对结构抗震性态的影响,完成了严格按我国现行规范设计的各设防烈度分区的典型钢筋混凝土框架结构在多条地面运动输入下的系列非弹性动力反应分析,对这些结构在强震下的非弹性反应性态进行了初步的识别。结果表明,9度区一级抗震等级的柱抗弯能力增强措施及构造措施有效,所形成的以梁铰为主的反应性态预计能较好满足预定的抗震性态要求;而二、三级抗震等级的8度和7度区框架在强震下形成了柱端塑性铰偏多或占主导地位的塑性耗能机构,导致层侧移机构出现的风险增大;与一级抗震等级框架相比,二、三级抗震等级框架的抗震性态相对偏不利。以此为基础,从逐步实现各设防烈度分区结构"等抗震安全性"的目标出发,对我国规范中有关抗震措施规定提出了进一步优化的建议。
In general seismic design, the R-μ relationship is a key rule for seismic performance control of earthquake-resistant structures. The R-μ relationship in Chinese codes is quite different from those in foreign influential codes. To find out the influence of this difference on seismic performance of structures in China, typical reinforced concrete frames in different seismic fortification zones were designed strictly conforming to the Chinese codes, and series of nonlinear dynamic analyses of these structures were carried out with input of ground motion groups. The nonlinear response performances of these structures under strong earthquakes were verified preliminarily. The results indicate that: the frame for Earthquake-resistant Grade I(in zones of Earthquake Intensity 9) develops a beam-hinge-dominated mechanism and can satisfy desired seismic performance demands due to the effective column-moment-enhancing-measure and other seismic measures; both the frame for Earthquake-resistant Grade II(in zones of Earthquake Intensity 8) and the frame for Earthquake-resistant Grade III(in zones of Earthquake Intensity 7)develop a column-hinge-dominated mechanism, which may increase the risk of the occurrence of story-sway mechanism; seismic performances of the frames for Earthquake-resistant Grade II and III are relatively unfavorable compared with those of the frame for Earthquake-resistant Grade I. Based on these results, proposals on further optimization of seismic fortification measures in the Chinese codes are put forward, aiming to gradually realize the‘equivalent earthquake-resistant safety’of structures in different seismic fortification zones.
In general seismic design, the R-μ relationship is a key rule for seismic performance control of earthquake-resistant structures. The R-μ relationship in Chinese codes is quite different from those in foreign influential codes. To find out the influence of this difference on seismic performance of structures in China, typical reinforced concrete frames in different seismic fortification zones were designed strictly conforming to the Chinese codes, and series of nonlinear dynamic analyses of these structures were carried out with input of ground motion groups. The nonlinear response performances of these structures under strong earthquakes were verified preliminarily. The results indicate that: the frame for Earthquake-resistant Grade I(in zones of Earthquake Intensity 9) develops a beam-hinge-dominated mechanism and can satisfy desired seismic performance demands due to the effective column-moment-enhancing-measure and other seismic measures; both the frame for Earthquake-resistant Grade II(in zones of Earthquake Intensity 8) and the frame for Earthquake-resistant Grade III(in zones of Earthquake Intensity 7)develop a column-hinge-dominated mechanism, which may increase the risk of the occurrence of story-sway mechanism; seismic performances of the frames for Earthquake-resistant Grade II and III are relatively unfavorable compared with those of the frame for Earthquake-resistant Grade I. Based on these results, proposals on further optimization of seismic fortification measures in the Chinese codes are put forward, aiming to gradually realize the‘equivalent earthquake-resistant safety’of structures in different seismic fortification zones.
引文
[1]GB50011—2001建筑抗震设计规范[S](GB50011—2001code for seismic design of buildings[S](in Chinese))
[2]NZS4203General structural design and design loading for buildings[S]
[3]IBC2003International building code[S]
[4]Designers’Guide to EN1998-1and EN1998-5Eurocode8:Design of structures for earthquake resistance,general rules,seismic actions,design rules for buildings,foundations and retaining structure[sS]
[5]白绍良,李刚强,李英民,等.从R-μ-T关系研究成果看我国钢筋混凝土结构的抗震措施[J].地震工程与工程振动,2006,26(5):144-151(Bai Shaoliang,Li Gangqiang,Li Yingmin,et al.Seismic measures for RC structures in view of fruits of R-μ-T relations[J].Earthquake Engineering and Engineering Vibration,2006,26(5):144-151(in Chinese))
[6]Jain S K,Navin N.Seismic overstrength in reinforced concrete frames[J].Journal of Structural Engineering,ASCE,1995,121(3):580-585
[7]Elnashai A S,Mwafy A M.Overstrength and force reduction factors of multistory RC buildings[J].The Structural Design of Tall Buildings,2002,11:329-351
[8]ACI318-05Building code requirements for structural concrete and commentary[S]
[9]NZS3101Concrete structures standards[S]
[10]韦锋.钢筋混凝土框架和框架-剪力墙结构非弹性地震反应性态的识别[D].重庆:重庆大学,2005(Wei Feng.Verification of inelastic seismic response performance of RC frame and frame-wall structures[D].Chongqing:Chongqing University,2005(in Chinese))
[11]杨红.基于细化杆模型的钢筋混凝土抗震框架非线性动力反应规律研究[D].重庆:重庆建筑大学,2000(Yang Hong.Studies on nonlinear dynamic response analysis of RC earthquake-resistant frame based on refined member models[D].Chongqing:Chongqing Jianzhu University,2000(in Chinese))
[12]Pantazopoulou S J,French C W.Slab participation in practical earthquake design of reinforced concrete frame[J].ACI Structural Journal,2001,98(4):479-489
[13]Panagiotakos T B,Fardis M N.Deformations of reinforcedconcrete members at yielding and ultimate[J].ACI Structural Journal,2001,98(2):135-148
[14]崔鸿超.日本兵库县南部地震震害综述[J].建筑结构学报,1996,17(1):2-13(Cui Hongchao.A summarize of seismic damages during the Hyogoken-Nambu earthquake in Japan[J].Journal of Building Structures,1996,17(1):2-13(in Chinese))
[15]王亚勇,白雪霜.台湾921地震中钢筋混凝土结构震害特征[J].工程抗震,2001,(1):3-7(Wang Yayong,Bai Xueshuang.Damage features of RC structures in the September21,1999Taiwan earthquake[J].Earthquake Resistant Engineering,2001,(1):3-7(in Chinese))
[2]NZS4203General structural design and design loading for buildings[S]
[3]IBC2003International building code[S]
[4]Designers’Guide to EN1998-1and EN1998-5Eurocode8:Design of structures for earthquake resistance,general rules,seismic actions,design rules for buildings,foundations and retaining structure[sS]
[5]白绍良,李刚强,李英民,等.从R-μ-T关系研究成果看我国钢筋混凝土结构的抗震措施[J].地震工程与工程振动,2006,26(5):144-151(Bai Shaoliang,Li Gangqiang,Li Yingmin,et al.Seismic measures for RC structures in view of fruits of R-μ-T relations[J].Earthquake Engineering and Engineering Vibration,2006,26(5):144-151(in Chinese))
[6]Jain S K,Navin N.Seismic overstrength in reinforced concrete frames[J].Journal of Structural Engineering,ASCE,1995,121(3):580-585
[7]Elnashai A S,Mwafy A M.Overstrength and force reduction factors of multistory RC buildings[J].The Structural Design of Tall Buildings,2002,11:329-351
[8]ACI318-05Building code requirements for structural concrete and commentary[S]
[9]NZS3101Concrete structures standards[S]
[10]韦锋.钢筋混凝土框架和框架-剪力墙结构非弹性地震反应性态的识别[D].重庆:重庆大学,2005(Wei Feng.Verification of inelastic seismic response performance of RC frame and frame-wall structures[D].Chongqing:Chongqing University,2005(in Chinese))
[11]杨红.基于细化杆模型的钢筋混凝土抗震框架非线性动力反应规律研究[D].重庆:重庆建筑大学,2000(Yang Hong.Studies on nonlinear dynamic response analysis of RC earthquake-resistant frame based on refined member models[D].Chongqing:Chongqing Jianzhu University,2000(in Chinese))
[12]Pantazopoulou S J,French C W.Slab participation in practical earthquake design of reinforced concrete frame[J].ACI Structural Journal,2001,98(4):479-489
[13]Panagiotakos T B,Fardis M N.Deformations of reinforcedconcrete members at yielding and ultimate[J].ACI Structural Journal,2001,98(2):135-148
[14]崔鸿超.日本兵库县南部地震震害综述[J].建筑结构学报,1996,17(1):2-13(Cui Hongchao.A summarize of seismic damages during the Hyogoken-Nambu earthquake in Japan[J].Journal of Building Structures,1996,17(1):2-13(in Chinese))
[15]王亚勇,白雪霜.台湾921地震中钢筋混凝土结构震害特征[J].工程抗震,2001,(1):3-7(Wang Yayong,Bai Xueshuang.Damage features of RC structures in the September21,1999Taiwan earthquake[J].Earthquake Resistant Engineering,2001,(1):3-7(in Chinese))
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