掉层建筑结构的抗震性能研究
|
摘要
掉层建筑结构指的是同一栋建筑的底界面放置在不同标高的场地基面上,并且最高接地点以下按层高设置楼面的接地结构。该结构形式在竖向与横向均有不规则性,使得其结构性能有别于一般的结构体系。然而目前我国规范对这种结构的抗震设计并未给出详细规定。因此,掉层建筑结构在地震作用下的影响规律值得研究。
本文以掉层建筑结构为研究对象,运用SAP2000有限元分析软件对不同接坡方式的掉层建筑结构进行抗震性能的分析:根据不同的接坡方式建立了相应的简化计算模型;研究了掉不同跨数、不同层数的掉层建筑结构的抗震性能的规律;并对比了掉层建筑结构与普通框架结构在进入弹塑性状态下的抗震性能;当陡坎为土层时,对比了考虑土-结相互作用模型与不考虑土层的简化计算模型在水平地震作用下受力性能的差别。
研究得到的主要结论有:
①在水平地震作用下,不同接坡方式的掉层建筑结构的受力性能是有差别的,这种有差别的楼层主要位于掉层部分及坎上第一层的楼层部分。
②当总高度不变时:对于挡土墙与主体结构脱开的结构,其受力性能随着掉层层数的增多而偏不利,当掉层高度为总高度70%左右时为受力最不利的掉层高度;掉层跨数越大,受力性能也越不利;对于挡土墙与主体结构相连的结构,其受力性能比脱开的情况要好。
③与普通框架结构相比,掉层建筑结构的薄弱层部位会上移,随着掉层层数的增多,其薄弱层所在的部位越往上。掉层建筑结构的薄弱层一般位于坎上第一层。
④由于平面和立面不规则性,掉层建筑结构会产生较大的扭转效应。
⑤与考虑土-结相互作用的结果比较,不考虑土层的简化计算模型所得的结果会偏不安全,且影响程度随着土层性质的不同而有差异。
Step-terrace structure is a ground structure. It means the structure that the bottom interface is on different venues-surface elevation, and sets floor by storey height at the highest place of the following. The structural form is irregular at transverse and vertical level, distinct from that of ordinary structural system. However, Chinese code didn’t prescribe seismic design of the structural form amply at present. Therefore it is worth researching the influence law of Step-terrace structure against earthquake.
In this paper, step-terrace structure for study, analyzing seismic performance of Step-terrace structure with different ways of access ramp in SAP2000. We create a corresponding simplified calculation model depending on the way of access ramp. The paper researches into the law of seismic performance of step-terrace structure through a number of examples on different inter-out and different layers. It compares the seismic performance between step-terrace structure and ordinary frame structure in state of elastic-plastic, and also the differences of mechanical performance of the model taking into consideration soil-structure interaction in horizontal earthquake to not taking into consideration soil simplified calculation.
Below are the conclusions:
1. In horizontal earthquake,it differs in mechanical performance the step-terrace structure varied accessed ramp. The difference mainly comes from Step-terrace and first floor above the scarp.
2. When the structure of the same height: for the structure with the retaining wall separated from main structure, the performance degrades with the increase of Step-terrace scarp and its cross region. When the height of scarp is about seventy percent of the total structure, the mechanical performance reaches its highest vulnerability. In comparison, the mechanical performance with the retaining wall adjoins to main structure stays much better.
3. The weak storey of step-terrace structure is higher than the ordinary framework structure. With the increase of the layers below the scarp, the position of the weak layer shift upward. The weak storey of step-terrace structure is usually on the first floor above the scarp.
4. Step-terrace structure will have a greater torsion effect for plane and facade of irregularness.
5. Comparing to the results considering soil-structure interaction, it is un-safer for the results of the model that don’t consider soil-structure interaction, and the influence differs with the nature of soil.
本文以掉层建筑结构为研究对象,运用SAP2000有限元分析软件对不同接坡方式的掉层建筑结构进行抗震性能的分析:根据不同的接坡方式建立了相应的简化计算模型;研究了掉不同跨数、不同层数的掉层建筑结构的抗震性能的规律;并对比了掉层建筑结构与普通框架结构在进入弹塑性状态下的抗震性能;当陡坎为土层时,对比了考虑土-结相互作用模型与不考虑土层的简化计算模型在水平地震作用下受力性能的差别。
研究得到的主要结论有:
①在水平地震作用下,不同接坡方式的掉层建筑结构的受力性能是有差别的,这种有差别的楼层主要位于掉层部分及坎上第一层的楼层部分。
②当总高度不变时:对于挡土墙与主体结构脱开的结构,其受力性能随着掉层层数的增多而偏不利,当掉层高度为总高度70%左右时为受力最不利的掉层高度;掉层跨数越大,受力性能也越不利;对于挡土墙与主体结构相连的结构,其受力性能比脱开的情况要好。
③与普通框架结构相比,掉层建筑结构的薄弱层部位会上移,随着掉层层数的增多,其薄弱层所在的部位越往上。掉层建筑结构的薄弱层一般位于坎上第一层。
④由于平面和立面不规则性,掉层建筑结构会产生较大的扭转效应。
⑤与考虑土-结相互作用的结果比较,不考虑土层的简化计算模型所得的结果会偏不安全,且影响程度随着土层性质的不同而有差异。
Step-terrace structure is a ground structure. It means the structure that the bottom interface is on different venues-surface elevation, and sets floor by storey height at the highest place of the following. The structural form is irregular at transverse and vertical level, distinct from that of ordinary structural system. However, Chinese code didn’t prescribe seismic design of the structural form amply at present. Therefore it is worth researching the influence law of Step-terrace structure against earthquake.
In this paper, step-terrace structure for study, analyzing seismic performance of Step-terrace structure with different ways of access ramp in SAP2000. We create a corresponding simplified calculation model depending on the way of access ramp. The paper researches into the law of seismic performance of step-terrace structure through a number of examples on different inter-out and different layers. It compares the seismic performance between step-terrace structure and ordinary frame structure in state of elastic-plastic, and also the differences of mechanical performance of the model taking into consideration soil-structure interaction in horizontal earthquake to not taking into consideration soil simplified calculation.
Below are the conclusions:
1. In horizontal earthquake,it differs in mechanical performance the step-terrace structure varied accessed ramp. The difference mainly comes from Step-terrace and first floor above the scarp.
2. When the structure of the same height: for the structure with the retaining wall separated from main structure, the performance degrades with the increase of Step-terrace scarp and its cross region. When the height of scarp is about seventy percent of the total structure, the mechanical performance reaches its highest vulnerability. In comparison, the mechanical performance with the retaining wall adjoins to main structure stays much better.
3. The weak storey of step-terrace structure is higher than the ordinary framework structure. With the increase of the layers below the scarp, the position of the weak layer shift upward. The weak storey of step-terrace structure is usually on the first floor above the scarp.
4. Step-terrace structure will have a greater torsion effect for plane and facade of irregularness.
5. Comparing to the results considering soil-structure interaction, it is un-safer for the results of the model that don’t consider soil-structure interaction, and the influence differs with the nature of soil.
引文
[1]李英民.工程地震动的模型化研究[D].重庆:重庆建筑大学,1999.
[2]王钟琦,谢君斐.地震地质工程学[M].中国建筑工业出版社.
[3]戴志中.现代山地建筑接地诠释[J],城市建筑,20-24.
[4]沈聚敏,周锡元,高小旺,刘晶波.抗震工程学[M].北京:中国建筑工业出版社,2000. 227-229.
[5]韩军.带深桩基础高层建筑结构地震动输入问题研究[D].重庆:重庆大学,004.
[6]刘志军,李志明,徐桂芝.台地建筑抗震分析方法[J].工业建筑,1996,26(4).
[7]杨柏坡,杨笑梅.复杂场地上结构地震反应的研究[J].地震工程与工程振动,1997,2.
[8]王方,杨智.斜山坡上多层建筑结构设计及基础处理[J].中南工业大学学报,2001,3.
[9]刘立平.水平地震作用下桩-土-结构弹塑性动力相互作用分析[D].重庆:重庆大学, 2004.
[10]王一功,杨佑发.多层接地框架土-结构共同作用分析[J].世界地震工程,2005,3:88-93.
[11]北京金土木软件技术有限公司[M].SAP2000中文版使用指南.人民交通出版社,2006.
[12]黄菊花,何成宏.地基中振动波传播的有限元分析[J].振动与冲击,1999,18(1):38~43.
[13]廖振鹏.工程波动理论导论[M].北京:科学出版社,2002.
[14]王松涛,曹资.现代抗震设计方法[M].北京:中国建筑工业出版社,1997.
[15]彭潇.基于土-结构动力相互作用的多高层结构地震反应分析方法研究[D].湖南:湖南大学.
[16]王明洋,赵跃堂,钱七虎.用波动有限元法分析土与结构相互作用时设置人工边界的两个问题[J].土木工程学报,1998,31(3):55-64.
[17]陈红玲.地下室开挖对地震作用的影响研究[D].重庆:重庆大学, 2004.
[18]廖振鹏,刘晶波.波动有限元模拟的基本问题[J].中国科学(B辑),1992,35(8):874-882.
[19]刘晶波,吕彦东.结构-地基动力相互作用问题分析的一种直接方法[J].土木工程学报,1998,31(3):55-64.
[20] Wolf J P.Dynamic Soil-Structure Interaction[J].Englewood Cliffs.Prentice Hall.1985.
[21] Lysmer J.and Kulemeyer R L.Finite Dynamic Model for Infinite Media[J]. J.Eng. mech. Div.ASCE.
[22] Lysmer J.and G Wass.Shear Waves in Plane Infinite Structures.J.Eng[J]. Mech.Div. ASCE. 1972,98:85-105.
[23] Smith W D.A Nonreflecting Plane Boundary for Wave Propagation Problem.J.Computational Physics[J].1974,15:492-503.
[24] Clayton R and Engquist B.Absorbing Boundary Condition for Acoustic and Elastic Wave Equations.Bulletin of the Seismological Sciety of America[J].1977,67:1529-1540.
[25] Wolf J P and Song C.动力无限介质-结构相互作用分析的双渐近多向透射边界[J].世界地震工程,1995,4:58-66.
[26]高层建筑混凝土结构技术规程[S].JGJ3-2002.北京.中国建筑工业出版社.
[27]陈波,吕西林.均匀土-桩基-结构相互作用体系的计算分析.地震工程与工程振动[J], 2002.022.
[28]胡聿贤.地震工程学(第二版)[M].地震出版社,2006.
[29]黄勤勇.立面不规则复杂高层建筑结构的抗震分析[ D].上海:同济大学,2003.
[30]建筑抗震设计规范[S].GB 50011-2001.中国建筑工业出版社,2001.
[31]李刚,程耿东.基于性能的结构抗震设计——理论、方法与应用[M].北京.科学出版社,2004.
[32]王开顺,李有为,李林友.土与结构相互作用地震反应研究及实用计算[J].建筑结构学报,1986,7(2).
[33]魏巍等.几种push-over分析方法对比研究[J].地震工程与工程振动,2002年8月,第22卷第4期,第66-73页.
[34]吴世明等.土动力学[M].中国建筑工业出版社,2000.
[35]熊向阳等.侧向荷载分布方式对静力弹塑性分析结果的影响[J].建筑科学,2001年10月,第17卷第5期,第8-13页.
[36]熊仲明,赵鸿铁.地震作用下桩--土共同作用对上部结构的影响分析[J].西安建筑.
[37]杨溥等.结构静力弹塑性分析(Push-over)方法的改进[J].建筑结构学报,2000年2月,第21卷第1期,第44-51页.
[38]张俊华.山地建筑设计浅析[J].环境与设计.2004.
[39] Edward L. Wilson. Three-Dimensional Static and Dynamic Analysis of Structures [M].2002.
[2]王钟琦,谢君斐.地震地质工程学[M].中国建筑工业出版社.
[3]戴志中.现代山地建筑接地诠释[J],城市建筑,20-24.
[4]沈聚敏,周锡元,高小旺,刘晶波.抗震工程学[M].北京:中国建筑工业出版社,2000. 227-229.
[5]韩军.带深桩基础高层建筑结构地震动输入问题研究[D].重庆:重庆大学,004.
[6]刘志军,李志明,徐桂芝.台地建筑抗震分析方法[J].工业建筑,1996,26(4).
[7]杨柏坡,杨笑梅.复杂场地上结构地震反应的研究[J].地震工程与工程振动,1997,2.
[8]王方,杨智.斜山坡上多层建筑结构设计及基础处理[J].中南工业大学学报,2001,3.
[9]刘立平.水平地震作用下桩-土-结构弹塑性动力相互作用分析[D].重庆:重庆大学, 2004.
[10]王一功,杨佑发.多层接地框架土-结构共同作用分析[J].世界地震工程,2005,3:88-93.
[11]北京金土木软件技术有限公司[M].SAP2000中文版使用指南.人民交通出版社,2006.
[12]黄菊花,何成宏.地基中振动波传播的有限元分析[J].振动与冲击,1999,18(1):38~43.
[13]廖振鹏.工程波动理论导论[M].北京:科学出版社,2002.
[14]王松涛,曹资.现代抗震设计方法[M].北京:中国建筑工业出版社,1997.
[15]彭潇.基于土-结构动力相互作用的多高层结构地震反应分析方法研究[D].湖南:湖南大学.
[16]王明洋,赵跃堂,钱七虎.用波动有限元法分析土与结构相互作用时设置人工边界的两个问题[J].土木工程学报,1998,31(3):55-64.
[17]陈红玲.地下室开挖对地震作用的影响研究[D].重庆:重庆大学, 2004.
[18]廖振鹏,刘晶波.波动有限元模拟的基本问题[J].中国科学(B辑),1992,35(8):874-882.
[19]刘晶波,吕彦东.结构-地基动力相互作用问题分析的一种直接方法[J].土木工程学报,1998,31(3):55-64.
[20] Wolf J P.Dynamic Soil-Structure Interaction[J].Englewood Cliffs.Prentice Hall.1985.
[21] Lysmer J.and Kulemeyer R L.Finite Dynamic Model for Infinite Media[J]. J.Eng. mech. Div.ASCE.
[22] Lysmer J.and G Wass.Shear Waves in Plane Infinite Structures.J.Eng[J]. Mech.Div. ASCE. 1972,98:85-105.
[23] Smith W D.A Nonreflecting Plane Boundary for Wave Propagation Problem.J.Computational Physics[J].1974,15:492-503.
[24] Clayton R and Engquist B.Absorbing Boundary Condition for Acoustic and Elastic Wave Equations.Bulletin of the Seismological Sciety of America[J].1977,67:1529-1540.
[25] Wolf J P and Song C.动力无限介质-结构相互作用分析的双渐近多向透射边界[J].世界地震工程,1995,4:58-66.
[26]高层建筑混凝土结构技术规程[S].JGJ3-2002.北京.中国建筑工业出版社.
[27]陈波,吕西林.均匀土-桩基-结构相互作用体系的计算分析.地震工程与工程振动[J], 2002.022.
[28]胡聿贤.地震工程学(第二版)[M].地震出版社,2006.
[29]黄勤勇.立面不规则复杂高层建筑结构的抗震分析[ D].上海:同济大学,2003.
[30]建筑抗震设计规范[S].GB 50011-2001.中国建筑工业出版社,2001.
[31]李刚,程耿东.基于性能的结构抗震设计——理论、方法与应用[M].北京.科学出版社,2004.
[32]王开顺,李有为,李林友.土与结构相互作用地震反应研究及实用计算[J].建筑结构学报,1986,7(2).
[33]魏巍等.几种push-over分析方法对比研究[J].地震工程与工程振动,2002年8月,第22卷第4期,第66-73页.
[34]吴世明等.土动力学[M].中国建筑工业出版社,2000.
[35]熊向阳等.侧向荷载分布方式对静力弹塑性分析结果的影响[J].建筑科学,2001年10月,第17卷第5期,第8-13页.
[36]熊仲明,赵鸿铁.地震作用下桩--土共同作用对上部结构的影响分析[J].西安建筑.
[37]杨溥等.结构静力弹塑性分析(Push-over)方法的改进[J].建筑结构学报,2000年2月,第21卷第1期,第44-51页.
[38]张俊华.山地建筑设计浅析[J].环境与设计.2004.
[39] Edward L. Wilson. Three-Dimensional Static and Dynamic Analysis of Structures [M].2002.