8度0.3g地区砖混结构和框架结构的适用高度的分析
|
摘要
我国现行建筑抗震规范规定,抗震设防烈度8度区包括设计基本地震加速度为0.2g和0.3g两个区。规范对于这两个区,分别计算地震作用,但在抗震措施上基本相同。在实际工程设计中,由于0.3g地区比0.2g地区的地震作用要大0.5倍,导致规范规定的“8度区砖混结构的总高度和层数不应超过6层18米,框架结构的最大适用高度不应超过45米”并不适用于8度0.3g地区。本文通过多个方案设计,对8度0.3g地区砖混结构和框架结构的适用高度进行了分析,得出以下主要结论:
(1)本文选择了三种类型的8个砖混结构的平面布置,利用PKPM软件进行结构设计和抗震验算,分析对比了8度0.2g地区和8度0.3g地区砖混结构的适用层数和高度的差异,得出砖混结构在8度0.3g地区的适用层数和高度应比8度0.2g地区的适用层数和高度降低一层和3米。建议抗震规范单独对8度0.3g地区的砖混结构的适用高度和层数进行规定,将现行规范规定的“不应超过6层18米”修订为“不应超过5层15米”。
(2)本文选择了4种不同平面布置的框架结构,利用PKPM系列软件的SATWE程序,当场地条件为二类,地震分组分别为一、二组时,对每种平面布置进行了不同层数的结构设计。分析了构件截面尺寸和用钢量随着高度和层数增长的变化规律;并与框剪结构的用钢量和适用性进行对比,初步分析得出了当场地条件为二类,地震分组分别为一、二组时,8度0.3g地区框架结构的适用高度不宜超过30米。同时也对比了框架结构在8度0.2g地区和8度0.3g地区的用钢量的差异性。
"Code for Seismic Design of Building" regulate that there are two zones of design basic acceleration of ground motion in zone 8 of fortification intensity responds, ie: 0.2g and 0.3g. The code regulates that the earthquake actions are calculated respectively in these two zones but adopts nearly the same seismic measures. In the actual engineering design,beaucause the earthquake action in zone 8(0.3g) is 0.5 times heavier than in zone8 (0.2g), the maximum applicable height and number of stories of Masonary structure shall not exceed 6 layers and 18 meters,and the maximum applicable height of frame structure for intensity 8 shall not exceed 45 meters in the code ,which is not suitable for zone 8 (0.3g). Based on several floor plans, this paper analyzed the applicable height of masonry structure and frame structure in zone 8(0.3g),and drawed main conclusions as follows:
(1) 8 floor plans of three types of the masonry structure are chosen and the sofeware PKPM is used to carry on structural design and seismic resistance design and to compare the differences in applicable height as well as the number of stories between zone 8(0.2g) and zone 8 (0.3g) ,then the conclusion is made that the applicable height and number of stories in zone 8(0.3g)should reduce by one and 3 meters than in zone 8(0.2g). The paper proposed that the regulation that the applicable height and number of stories of masonry should not exceed 6 layers and 18 meters " in "Code for Seismic Design of Building should be modified as not exceed 5 layers and 15 meters.
(2) 4 diferent floor plans of frame structure in zone 8(0.3g) with site-class 2 and 1st and 2nd design seismic groups are chosen and SATWE procedure of software PKPM is utilized to design and analyze different numbers stories of frame structure; The changing laws of the steel weight per square meter and the sectional dimension of frame structure with the increasing height and floor in zone 8(0.3g) are analyzed . On the basis of camparison with the steel weight per square meter and the applicability of frame and frame-wall structure ,conclusion is made that the applicable height of the frame structure in zone 8(0.3g)with site-class 2 and 1st group and 2nd design seismic groups should not exceed 30 meters. In addition, the differences of the steel weight per square meter in frame structure between in zone 8(0.2g) and zone 8(0.3g) are compared.
(1)本文选择了三种类型的8个砖混结构的平面布置,利用PKPM软件进行结构设计和抗震验算,分析对比了8度0.2g地区和8度0.3g地区砖混结构的适用层数和高度的差异,得出砖混结构在8度0.3g地区的适用层数和高度应比8度0.2g地区的适用层数和高度降低一层和3米。建议抗震规范单独对8度0.3g地区的砖混结构的适用高度和层数进行规定,将现行规范规定的“不应超过6层18米”修订为“不应超过5层15米”。
(2)本文选择了4种不同平面布置的框架结构,利用PKPM系列软件的SATWE程序,当场地条件为二类,地震分组分别为一、二组时,对每种平面布置进行了不同层数的结构设计。分析了构件截面尺寸和用钢量随着高度和层数增长的变化规律;并与框剪结构的用钢量和适用性进行对比,初步分析得出了当场地条件为二类,地震分组分别为一、二组时,8度0.3g地区框架结构的适用高度不宜超过30米。同时也对比了框架结构在8度0.2g地区和8度0.3g地区的用钢量的差异性。
"Code for Seismic Design of Building" regulate that there are two zones of design basic acceleration of ground motion in zone 8 of fortification intensity responds, ie: 0.2g and 0.3g. The code regulates that the earthquake actions are calculated respectively in these two zones but adopts nearly the same seismic measures. In the actual engineering design,beaucause the earthquake action in zone 8(0.3g) is 0.5 times heavier than in zone8 (0.2g), the maximum applicable height and number of stories of Masonary structure shall not exceed 6 layers and 18 meters,and the maximum applicable height of frame structure for intensity 8 shall not exceed 45 meters in the code ,which is not suitable for zone 8 (0.3g). Based on several floor plans, this paper analyzed the applicable height of masonry structure and frame structure in zone 8(0.3g),and drawed main conclusions as follows:
(1) 8 floor plans of three types of the masonry structure are chosen and the sofeware PKPM is used to carry on structural design and seismic resistance design and to compare the differences in applicable height as well as the number of stories between zone 8(0.2g) and zone 8 (0.3g) ,then the conclusion is made that the applicable height and number of stories in zone 8(0.3g)should reduce by one and 3 meters than in zone 8(0.2g). The paper proposed that the regulation that the applicable height and number of stories of masonry should not exceed 6 layers and 18 meters " in "Code for Seismic Design of Building should be modified as not exceed 5 layers and 15 meters.
(2) 4 diferent floor plans of frame structure in zone 8(0.3g) with site-class 2 and 1st and 2nd design seismic groups are chosen and SATWE procedure of software PKPM is utilized to design and analyze different numbers stories of frame structure; The changing laws of the steel weight per square meter and the sectional dimension of frame structure with the increasing height and floor in zone 8(0.3g) are analyzed . On the basis of camparison with the steel weight per square meter and the applicability of frame and frame-wall structure ,conclusion is made that the applicable height of the frame structure in zone 8(0.3g)with site-class 2 and 1st group and 2nd design seismic groups should not exceed 30 meters. In addition, the differences of the steel weight per square meter in frame structure between in zone 8(0.2g) and zone 8(0.3g) are compared.
引文
[1]GB50011—2001,建筑抗震设计规范[S],北京:中国建筑工业出版社,2001
[2]戴联药,关于新《中国地震动参数区划图》情况介绍和使用意见[J],电力勘测,2002,第一期
[3]刘凤阁,对“抗规”及“高规”中几个问题的讨论[R],中国建筑学会抗震防灾分会高层建筑抗震专业委员会第九届高层建筑抗震技术交流会论文集,中国建筑学会,2003
[4]Bruneau,M,Yoshimura,K,Damage to masonry buildings caused by the 1995Hyogo-ken Nanbu(kobe,Japan)earthquake,Geomechanics Abstracts[M],1997,1(1):47-56
[5]蔡君馥,唐山市多层砖房震害分析[M],北京:清华大学出版社,1984
[6]宋天齐,关于8度区多层砖房最多层数的商榷[J],工程抗震,1998,第一期
[7]李剑,中美抗震规范的地震作用计算与钢筋混凝土结构抗震措施的比较研究[D],北京,中国建筑科学研究院,2005
[8]宋天齐,框架结构最大高度的讨论[J],建筑结构,1999,第六期
[9]吴家兴,框架结构在9度地震区的应用问题,工程抗震[J],1994,第1期
[10]张荣兰,孟晓。关于框架结构的适用层数与高宽比的讨论[J],工业建筑,1999,第12期
[11]韦定国,王社良等,抗震结构设计[M],武汉:武汉理工大学出版社,2003:137-137
[12]GB50009—2001,建筑结构荷载规范[S],北京:中国建筑工业出版社,2006
[13]GB50003—2001,砌体结构设计规范[S],北京:中国建筑工业出版社,2001
[14]GB50010—2002,砼结构设计规范[S],北京:中国建筑工业出版社,2002
[15]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
[16]GB50068-2001,建筑结构可靠度设计统一标准[S],北京:中国建筑工业出版社,2001
[17]王翠坤,肖从真等,新规范中若干问题探讨及程序实现[J],第十七届全国高层建筑结构学术会议论文,2002年
[18]段红霞,钢筋砼巨型框架结构抗震设计研究[D],重庆大学硕士学位论文,2004
[19]童军,用PKPM建模时必须重视的几个问题[J],建筑设计,2006,04
[20]中国建筑科学院、PKPMCAD工程部,新规范PKPM设计软件实用手册[M],2005:125-156
[21]高小旺,龚思礼等,建筑抗震设计规范理解与应用[M],中国建筑工业出版社,2002:120-120
[22]屠忠尧,用PKPM系列程序优化分析高层结构的几点体会[J],基建优化,2006,第四期
[23]黄小坤,《高层建筑混凝土结构技术规程》若干问题解说[J],土木工程学报,2004,第三期
[24]夏洪流等,钢筋混凝土抗震框架柱截面尺寸控制因素分析[J],世界地震工程,2004,第三期
[25]左咏梅,钢筋混凝土多层框架结构设计的几个问题[J],煤炭工程,2003,第11期
[2]戴联药,关于新《中国地震动参数区划图》情况介绍和使用意见[J],电力勘测,2002,第一期
[3]刘凤阁,对“抗规”及“高规”中几个问题的讨论[R],中国建筑学会抗震防灾分会高层建筑抗震专业委员会第九届高层建筑抗震技术交流会论文集,中国建筑学会,2003
[4]Bruneau,M,Yoshimura,K,Damage to masonry buildings caused by the 1995Hyogo-ken Nanbu(kobe,Japan)earthquake,Geomechanics Abstracts[M],1997,1(1):47-56
[5]蔡君馥,唐山市多层砖房震害分析[M],北京:清华大学出版社,1984
[6]宋天齐,关于8度区多层砖房最多层数的商榷[J],工程抗震,1998,第一期
[7]李剑,中美抗震规范的地震作用计算与钢筋混凝土结构抗震措施的比较研究[D],北京,中国建筑科学研究院,2005
[8]宋天齐,框架结构最大高度的讨论[J],建筑结构,1999,第六期
[9]吴家兴,框架结构在9度地震区的应用问题,工程抗震[J],1994,第1期
[10]张荣兰,孟晓。关于框架结构的适用层数与高宽比的讨论[J],工业建筑,1999,第12期
[11]韦定国,王社良等,抗震结构设计[M],武汉:武汉理工大学出版社,2003:137-137
[12]GB50009—2001,建筑结构荷载规范[S],北京:中国建筑工业出版社,2006
[13]GB50003—2001,砌体结构设计规范[S],北京:中国建筑工业出版社,2001
[14]GB50010—2002,砼结构设计规范[S],北京:中国建筑工业出版社,2002
[15]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
[16]GB50068-2001,建筑结构可靠度设计统一标准[S],北京:中国建筑工业出版社,2001
[17]王翠坤,肖从真等,新规范中若干问题探讨及程序实现[J],第十七届全国高层建筑结构学术会议论文,2002年
[18]段红霞,钢筋砼巨型框架结构抗震设计研究[D],重庆大学硕士学位论文,2004
[19]童军,用PKPM建模时必须重视的几个问题[J],建筑设计,2006,04
[20]中国建筑科学院、PKPMCAD工程部,新规范PKPM设计软件实用手册[M],2005:125-156
[21]高小旺,龚思礼等,建筑抗震设计规范理解与应用[M],中国建筑工业出版社,2002:120-120
[22]屠忠尧,用PKPM系列程序优化分析高层结构的几点体会[J],基建优化,2006,第四期
[23]黄小坤,《高层建筑混凝土结构技术规程》若干问题解说[J],土木工程学报,2004,第三期
[24]夏洪流等,钢筋混凝土抗震框架柱截面尺寸控制因素分析[J],世界地震工程,2004,第三期
[25]左咏梅,钢筋混凝土多层框架结构设计的几个问题[J],煤炭工程,2003,第11期