高层框架-核心筒结构竖向位移差及内力分析
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摘要
随着高层建筑发展,钢框架-混凝土核心筒混合结构体系的应用日益增多。混合结构体系能充分发挥钢材与混凝土两种材料的特性,受力合理,抗震性能良好。但是,随着建筑高度的不断增高,施工期间结构体系的变形问题也逐渐凸显出来。这一问题不仅影响施工方案制定和施工质量控制,还关系到结构体系本身的安全。对变形问题进行研究,能够提高高层建筑结构的设计与施工水平。
以江东和谐世纪工程的60层框架-混凝土核心筒混合结构体系为对象,进行了施工期间的竖向变形分析。在计算中考虑了混凝土的时变性、核心筒领先外框架施工,以及加强层不同封闭时段等因素。计算表明,由于柱子名义轴压比(ε。=N0/EA)较墙体大,因此竖向位移较大；传统的一次加载计算模式没有考虑施工期间的逐层找平,因此承重构件的竖向位移呈递增规律,而阶段加载中考虑了施工期间的逐层找平,因此承重构件的竖向位移呈现出“顶、底部层小,中间部层大”的随层变化规律；施工结束时,混凝土筒体的弹性变形占到总竖向变形的比例在70%左右,而徐变变形约占25%、收缩变形约占5%；外框架柱承担大部分竖向荷载,其累积弹性竖向变形要大于核心筒,但混凝土的徐变、收缩减少了竖向变形差异水平。因此,在施工时让核心筒先行施工若干楼层以使混凝土的收缩徐变尽早开始发展,能有效减小受力体系间竖向变形差异；考虑加强层不同封闭方案,最后采用立即封闭模式待建筑装修后再对加强层进行封闭。
With the development of high-rise buildings, more and more steel frame-concrete corewall mixed structures are applied. This kind of structure can take full advantage of steel and concrete, and the anti-vibration ability is excellent. But with tall building getting higher, a problem brought by deformation during construction is getting more serious.The problem influences the construction and the safty of the structure.
A vertical deformation analysis on the 60-story mixed structure of Jian Dong Project was performed. The time-varying performance of concrete, the progress of corewall leading construct ahead, and different fixed schemes of strengthened stories were considered. The calculating results indicate that the deformation of frame column was larger than that of corewall, for larger nominal axial compression ratio(ε0=N0/EA). Due to the compensation in constructure, the cumulate shorting at middle floor was lager than that at bottom and top floor. The elastic shorting account for 70% of total deformation at end of construction. Meanwhile, the proportion of creep and shrinkage were respectively 25% and 5%. And the shrinkage and creep of concrete decrease the differential deformation level between corewall and column. Therefore, the leading construction of corewall can put development of shrinkage and creep ahead, and decrease the differential level. Three kinds of fixed schemes for strengthened storie were analysed, then the proper scheme was proposed.
以江东和谐世纪工程的60层框架-混凝土核心筒混合结构体系为对象,进行了施工期间的竖向变形分析。在计算中考虑了混凝土的时变性、核心筒领先外框架施工,以及加强层不同封闭时段等因素。计算表明,由于柱子名义轴压比(ε。=N0/EA)较墙体大,因此竖向位移较大；传统的一次加载计算模式没有考虑施工期间的逐层找平,因此承重构件的竖向位移呈递增规律,而阶段加载中考虑了施工期间的逐层找平,因此承重构件的竖向位移呈现出“顶、底部层小,中间部层大”的随层变化规律；施工结束时,混凝土筒体的弹性变形占到总竖向变形的比例在70%左右,而徐变变形约占25%、收缩变形约占5%；外框架柱承担大部分竖向荷载,其累积弹性竖向变形要大于核心筒,但混凝土的徐变、收缩减少了竖向变形差异水平。因此,在施工时让核心筒先行施工若干楼层以使混凝土的收缩徐变尽早开始发展,能有效减小受力体系间竖向变形差异；考虑加强层不同封闭方案,最后采用立即封闭模式待建筑装修后再对加强层进行封闭。
With the development of high-rise buildings, more and more steel frame-concrete corewall mixed structures are applied. This kind of structure can take full advantage of steel and concrete, and the anti-vibration ability is excellent. But with tall building getting higher, a problem brought by deformation during construction is getting more serious.The problem influences the construction and the safty of the structure.
A vertical deformation analysis on the 60-story mixed structure of Jian Dong Project was performed. The time-varying performance of concrete, the progress of corewall leading construct ahead, and different fixed schemes of strengthened stories were considered. The calculating results indicate that the deformation of frame column was larger than that of corewall, for larger nominal axial compression ratio(ε0=N0/EA). Due to the compensation in constructure, the cumulate shorting at middle floor was lager than that at bottom and top floor. The elastic shorting account for 70% of total deformation at end of construction. Meanwhile, the proportion of creep and shrinkage were respectively 25% and 5%. And the shrinkage and creep of concrete decrease the differential deformation level between corewall and column. Therefore, the leading construction of corewall can put development of shrinkage and creep ahead, and decrease the differential level. Three kinds of fixed schemes for strengthened storie were analysed, then the proper scheme was proposed.
引文
[1]中华人民共和国建设部.JGJ3-2002高层建筑混凝土结构技术规程[S].北京：中国建筑工业出版社,2002.
[2]赵西安.高层结构设计[M].北京：中国建筑科学研究院,1995.
[3]沈蒲生.高层混合结构设计与施工.北京：机械工业出版社,2008.
[4]包世华,方鄂华.高层建筑结构设计(第2版).北京：清华大学出版社,1990：16-]8
[5]黄本才.高层建筑结构计算与设计(第1版).上海：同济大学出版社,1998：1-13
[6]宋康.SRC超高层建筑竖向依时变形差异的研究分析：[博士学位论文].上海：同济大学,2002：4-9
[7]郑浩,王全凤.对“外钢框架-混凝土核心筒结构”的初步探讨[J].福建建筑,2000(3)：24-26
[8]Gardner.N.J,Sau.P.L.Strength Development and Durability of CSA Type 30 Cement/Slag/Fly-Ash Concrete for Arctic Marine Applications Durability of Building Materials. Vol4 No2,1986
[9]Sau.P.L.A Study of Casting and Curing Temperature on The Mechanical Properties of Concrete.M.Eng.Thesis,University of Ottawa,1984
[10]朱伯芳.再论混凝土弹性模量的表达式.水利学报.1996.3：89-91
[11]赵挺生.高层建筑混凝土结构施工阶段安全性分析.[博士学位论文].上海：同济大学,2002：30-31
[12]李建林,朱子龙.混凝土裂缝愈合作用的试验研究.混凝土与水泥制品,1994：19-21
[13]朱子龙,李建林等.粉煤灰混凝土裂缝愈合能力的试验研究.南京建筑工程学院学报,1998.4：70-76
[14]金国南,金贤玉.早期混凝土静力与动力损伤特性的试验研究.浙江大学学报：自然科学版.1997：372-379
[15]O.C.Zienkiewicz,M.Watson,L.P.King.Numerical Method of Vsico-Elastic Stress Ana-lysis. International Journal of Mechaniacal Science.10(10),1968:1-10
[16]Comite Euro-International Du Beton.CEB-FIP Model Code 1990.Thomas Telford.1993
[17]ACI Committee 209.Predicition of Creep.Shrinkage and Temperature Effects in Structures(ACI1209r-92).American Concrete Institute.Detroit.1992
[18]Gilbert RL.Time Effects in Concrete Structures EIsevier Science Publishers B.V.1988
[19]周履,陈永春.收缩徐变.北京；中国铁道出版社.1994：23-45
[20]赵宪忠.考虑施工因素的钢筋混凝土高层建筑时变反应分析.[博士学位论文].上海：同济大学,2000：71-72
[21]王光远.论时变结构力学.土木工程学报.2000.33(6)：105-107
[22]赵宪忠,董宝,曹文衔,孙飞飞,沈祖炎.高层建筑结构生命周期的全过程分析.同济大学博士生论文集Ⅱ.上海：上海科学技术文献出版社,1997
[23]李慧明.高层建筑施工过程中安全性分析.[博士学位论文].北京：清华大学,1992
[24]方东平,祝宏毅.徐茂波.结构施工期安全钢筋混凝土性分析及安全指标研究.钢筋混凝土高层建筑上部结构载施工过程中的安全分析及控制1998年度研究报告.清华大学,山东建筑工程学院.1998
[25]X.L.Liu. W.F.Chen. Effect of Creep on Load Distribution in Multistory Reinforced Concrete Buildings During Construction.ACI Structural Journal,1987,84(3):192-200
[26]李瑞礼,曹志远.结构工程施工分析的材料时变效应.同济大学学报,2003.8,V01.31,No.8：926-930
[27]曹志远.土木工程分析的时变力学方法.工程力学,1996.A01：71-77
[28]曹志远,吴梓玮.空间结构分析的超级有限元法.空间结构,1995,V01.1,N.2：24-28
[29]中华人民共和国建设部.JGJ3-2002高层建筑混凝土结构技术规程[S].北京：中国建筑工业出版社,2002.
[30]杨丽,郭志恭.高层钢筋混凝土结构设计中如何考虑收缩、徐变的作用.工业建筑,1995,25(4)：40-46
[31]罗文斌,张保印.超高层建筑S+RC混合结构竖向变形差的工程对策.建筑结构学报,2000,21(6)：68-73
[32]谢靖中.钢-混凝土混合结构竖向差异变形研究：[同济大学博士学位论文].同济大学：同济大学土木工程学院,2003
[33]周绪红,黄湘湘,王毅红等.钢框架-钢筋混凝土核心简体系竖向变形差异的计算.建筑结构学报,2005,26(2)：66-73
[34]邓志恒,秦荣.考虑施工过程收缩徐变对高层建筑结构影响理论分析.哈尔滨建筑大学学报,2002,35(5)：28-31
[35]邓忠恒.预应力巨型框筒悬挂阻尼控制结构体系若干问题研究：[广西大学博士学位论文].广西大学：广西大学土木工程学院,2002年5月
[36]夏心红.高层混合结构施工过程影响与动力性能研究：[湖南大学博士学位论文]. 湖南大学土木工程学院,2007
[37]陈灿.高层钢框架-混凝土核心筒混合结构体系施工期间变形及其控制研究：[同济大学博士学位论文].同济大学：同济大学土木工程学院,2007
[38]徐培福,傅学怡,王翠坤等.复杂高层建筑结构设计.北京：中国建筑工业出版社,2005
[39]PARK H S.Optimal compensation of differential column shortening in highrise buildings[J].The Structural Design of Tall and Special Buildings,2003, (12):49-66.
[40]FINTEL M,CHOSH S K.Highrise design:accounting for column length change [J].Civil Engineering,1984,(4):55-59.
[41]惠荣炎,黄国兴,易冰若.混凝土的徐变.北京：中国铁道出版社,1988
[42]周履,陈永春.收缩徐变.北京：中国铁道出版社,1994
[43]日本土木工程手册——混凝土.滕家禄(译).北京：中国铁道出版社,1983
[44]傅作新.工程徐变力学.北京：水利电力出版社,1985
[45]杜国华,毛昌时,司徒妙龄.桥梁结构分析.上海：同济大学出版社,1994
[46]Neville A.M.混凝土的性能.李国强(译).北京：中国建筑工业出版社,1983
[47]ACI Committee 209.Prediction of creep,shrinkage,and temperature effects in concrete structures.AC1209R-92,Reapproved1997
[48]张坚,陈国成.混凝土筒体先于外钢框架施工阶段结构分析[J].结构工程师,2005,21(2)
[49]北京金土木软件技术有限公司,中国建筑标准设计研究员.SAP2000中文版使用指南.北京：人民交通出版社,2009
[50]http://cdc.cma.gov.cn/shishi/climate.jsp?stprovid=云南&station=56778
[51]http://www.docin.com/p-8216889.htm
[52]R.Maseki, I.Nagashima and M.Hisano. An Experimental Study on Application of Hybrid-type Base Isolation System to High-rise Buildings[C].Proceed-ing of 12th WCEE,Auckland,2000
[53]H.Hamaguchi and M.Higashino. Development of Low-friction Factor Sliding Isolation Device[C]. Proceeding of 12th WCEE, Auckland,2000
[54]J.M.Kelly, Aseimic Base Isolation Review and Bibliography Soil Dyn.Eaquake Engng.8,202-216(1986)
[55]M. S.Chalhoub and J.M.Kelly, Sliders Tension Controlled Reinforced Elastomeric Bearings Combined for Earthquake Isolation,Earthquake Engineering & Structural Dynamic,Vol.19,1990
[56]M. staghel,N.,and,Khodaverdian,N.Dynamics of Resilient-Friction Base Isolator Earth-quake Engng.and struct.Dynamies,379-390(1987)
[57]Gueraud,R.,Noel-leroux,J.P.,Livolant,M.and MichaloPouls,A.P.Seismic Isolation using sliding elastomer bearing pads.Nucl.Engng Design 1985,363-377
[58]Su,L.,Ahmadi,G.and Tadjbakhsh,I.G.A comparative study of base isolation sys-tem,J.Engng Mech.1989,1976-1992
[59]Sajal K Deb and Dilip K.Paul. Seismic Response of Buildings Isolated by Sliding-Elastomer Bearings Subjected to Bi-directional Motion [C].Procee-ding of 12th WCEE, Auckland,2000
[60]Constantinou MC,Mokba A.Teflon Bearings in Base Isolation (Ⅰ,Ⅱ).Journal of Structural Engineering,1990,16(2)
[2]赵西安.高层结构设计[M].北京：中国建筑科学研究院,1995.
[3]沈蒲生.高层混合结构设计与施工.北京：机械工业出版社,2008.
[4]包世华,方鄂华.高层建筑结构设计(第2版).北京：清华大学出版社,1990：16-]8
[5]黄本才.高层建筑结构计算与设计(第1版).上海：同济大学出版社,1998：1-13
[6]宋康.SRC超高层建筑竖向依时变形差异的研究分析：[博士学位论文].上海：同济大学,2002：4-9
[7]郑浩,王全凤.对“外钢框架-混凝土核心筒结构”的初步探讨[J].福建建筑,2000(3)：24-26
[8]Gardner.N.J,Sau.P.L.Strength Development and Durability of CSA Type 30 Cement/Slag/Fly-Ash Concrete for Arctic Marine Applications Durability of Building Materials. Vol4 No2,1986
[9]Sau.P.L.A Study of Casting and Curing Temperature on The Mechanical Properties of Concrete.M.Eng.Thesis,University of Ottawa,1984
[10]朱伯芳.再论混凝土弹性模量的表达式.水利学报.1996.3：89-91
[11]赵挺生.高层建筑混凝土结构施工阶段安全性分析.[博士学位论文].上海：同济大学,2002：30-31
[12]李建林,朱子龙.混凝土裂缝愈合作用的试验研究.混凝土与水泥制品,1994：19-21
[13]朱子龙,李建林等.粉煤灰混凝土裂缝愈合能力的试验研究.南京建筑工程学院学报,1998.4：70-76
[14]金国南,金贤玉.早期混凝土静力与动力损伤特性的试验研究.浙江大学学报：自然科学版.1997：372-379
[15]O.C.Zienkiewicz,M.Watson,L.P.King.Numerical Method of Vsico-Elastic Stress Ana-lysis. International Journal of Mechaniacal Science.10(10),1968:1-10
[16]Comite Euro-International Du Beton.CEB-FIP Model Code 1990.Thomas Telford.1993
[17]ACI Committee 209.Predicition of Creep.Shrinkage and Temperature Effects in Structures(ACI1209r-92).American Concrete Institute.Detroit.1992
[18]Gilbert RL.Time Effects in Concrete Structures EIsevier Science Publishers B.V.1988
[19]周履,陈永春.收缩徐变.北京；中国铁道出版社.1994：23-45
[20]赵宪忠.考虑施工因素的钢筋混凝土高层建筑时变反应分析.[博士学位论文].上海：同济大学,2000：71-72
[21]王光远.论时变结构力学.土木工程学报.2000.33(6)：105-107
[22]赵宪忠,董宝,曹文衔,孙飞飞,沈祖炎.高层建筑结构生命周期的全过程分析.同济大学博士生论文集Ⅱ.上海：上海科学技术文献出版社,1997
[23]李慧明.高层建筑施工过程中安全性分析.[博士学位论文].北京：清华大学,1992
[24]方东平,祝宏毅.徐茂波.结构施工期安全钢筋混凝土性分析及安全指标研究.钢筋混凝土高层建筑上部结构载施工过程中的安全分析及控制1998年度研究报告.清华大学,山东建筑工程学院.1998
[25]X.L.Liu. W.F.Chen. Effect of Creep on Load Distribution in Multistory Reinforced Concrete Buildings During Construction.ACI Structural Journal,1987,84(3):192-200
[26]李瑞礼,曹志远.结构工程施工分析的材料时变效应.同济大学学报,2003.8,V01.31,No.8：926-930
[27]曹志远.土木工程分析的时变力学方法.工程力学,1996.A01：71-77
[28]曹志远,吴梓玮.空间结构分析的超级有限元法.空间结构,1995,V01.1,N.2：24-28
[29]中华人民共和国建设部.JGJ3-2002高层建筑混凝土结构技术规程[S].北京：中国建筑工业出版社,2002.
[30]杨丽,郭志恭.高层钢筋混凝土结构设计中如何考虑收缩、徐变的作用.工业建筑,1995,25(4)：40-46
[31]罗文斌,张保印.超高层建筑S+RC混合结构竖向变形差的工程对策.建筑结构学报,2000,21(6)：68-73
[32]谢靖中.钢-混凝土混合结构竖向差异变形研究：[同济大学博士学位论文].同济大学：同济大学土木工程学院,2003
[33]周绪红,黄湘湘,王毅红等.钢框架-钢筋混凝土核心简体系竖向变形差异的计算.建筑结构学报,2005,26(2)：66-73
[34]邓志恒,秦荣.考虑施工过程收缩徐变对高层建筑结构影响理论分析.哈尔滨建筑大学学报,2002,35(5)：28-31
[35]邓忠恒.预应力巨型框筒悬挂阻尼控制结构体系若干问题研究：[广西大学博士学位论文].广西大学：广西大学土木工程学院,2002年5月
[36]夏心红.高层混合结构施工过程影响与动力性能研究：[湖南大学博士学位论文]. 湖南大学土木工程学院,2007
[37]陈灿.高层钢框架-混凝土核心筒混合结构体系施工期间变形及其控制研究：[同济大学博士学位论文].同济大学：同济大学土木工程学院,2007
[38]徐培福,傅学怡,王翠坤等.复杂高层建筑结构设计.北京：中国建筑工业出版社,2005
[39]PARK H S.Optimal compensation of differential column shortening in highrise buildings[J].The Structural Design of Tall and Special Buildings,2003, (12):49-66.
[40]FINTEL M,CHOSH S K.Highrise design:accounting for column length change [J].Civil Engineering,1984,(4):55-59.
[41]惠荣炎,黄国兴,易冰若.混凝土的徐变.北京：中国铁道出版社,1988
[42]周履,陈永春.收缩徐变.北京：中国铁道出版社,1994
[43]日本土木工程手册——混凝土.滕家禄(译).北京：中国铁道出版社,1983
[44]傅作新.工程徐变力学.北京：水利电力出版社,1985
[45]杜国华,毛昌时,司徒妙龄.桥梁结构分析.上海：同济大学出版社,1994
[46]Neville A.M.混凝土的性能.李国强(译).北京：中国建筑工业出版社,1983
[47]ACI Committee 209.Prediction of creep,shrinkage,and temperature effects in concrete structures.AC1209R-92,Reapproved1997
[48]张坚,陈国成.混凝土筒体先于外钢框架施工阶段结构分析[J].结构工程师,2005,21(2)
[49]北京金土木软件技术有限公司,中国建筑标准设计研究员.SAP2000中文版使用指南.北京：人民交通出版社,2009
[50]http://cdc.cma.gov.cn/shishi/climate.jsp?stprovid=云南&station=56778
[51]http://www.docin.com/p-8216889.htm
[52]R.Maseki, I.Nagashima and M.Hisano. An Experimental Study on Application of Hybrid-type Base Isolation System to High-rise Buildings[C].Proceed-ing of 12th WCEE,Auckland,2000
[53]H.Hamaguchi and M.Higashino. Development of Low-friction Factor Sliding Isolation Device[C]. Proceeding of 12th WCEE, Auckland,2000
[54]J.M.Kelly, Aseimic Base Isolation Review and Bibliography Soil Dyn.Eaquake Engng.8,202-216(1986)
[55]M. S.Chalhoub and J.M.Kelly, Sliders Tension Controlled Reinforced Elastomeric Bearings Combined for Earthquake Isolation,Earthquake Engineering & Structural Dynamic,Vol.19,1990
[56]M. staghel,N.,and,Khodaverdian,N.Dynamics of Resilient-Friction Base Isolator Earth-quake Engng.and struct.Dynamies,379-390(1987)
[57]Gueraud,R.,Noel-leroux,J.P.,Livolant,M.and MichaloPouls,A.P.Seismic Isolation using sliding elastomer bearing pads.Nucl.Engng Design 1985,363-377
[58]Su,L.,Ahmadi,G.and Tadjbakhsh,I.G.A comparative study of base isolation sys-tem,J.Engng Mech.1989,1976-1992
[59]Sajal K Deb and Dilip K.Paul. Seismic Response of Buildings Isolated by Sliding-Elastomer Bearings Subjected to Bi-directional Motion [C].Procee-ding of 12th WCEE, Auckland,2000
[60]Constantinou MC,Mokba A.Teflon Bearings in Base Isolation (Ⅰ,Ⅱ).Journal of Structural Engineering,1990,16(2)