|本期目录/Table of Contents|

[1]黄 华,何 山,柳明亮,等.塔楼结构及其支护体系抗震性能分析[J].建筑科学与工程学报,2021,38(05):26-37.[doi:10.19815/j.jace.2020.12081]
 HUANG Hua,HE Shan,LIU Ming-liang,et al.Analysis of Seismic Performance of Tower Structure and Its Supporting System[J].Journal of Architecture and Civil Engineering,2021,38(05):26-37.[doi:10.19815/j.jace.2020.12081]





Analysis of Seismic Performance of Tower Structure and Its Supporting System
黄 华1,何 山1,柳明亮1,2,薛春亮1
(1. 长安大学 建筑工程学院,陕西 西安 710061; 2. 陕西省建筑科学研究院有限公司,陕西 西安 710082)
HUANG Hua1, HE Shan1, LIU Ming-liang1,2, XUE Chun-liang1
(1.School of Civil Engineering, Chang'an University, Xi'an 710061, Shaanxi, China; 2. Shaanxi Architecture Science Research Institute Co., Ltd, Xi'an 710082, Shaanxi, China)
塔楼结构 排桩支护 有限元模拟 抗震性能 动力性能
tower structure pile supporting finite element simulation seismic performance dynamic performance
为了研究塔楼结构及其支护体系的动力稳定性、抗震性能,并分析支护结构对塔楼抗震性能的影响,以西安市某塔楼结构及其排桩挡墙为研究对象,基于ABAQUS软件建立三维仿真模型进行分析。结果表明:在0.2g(g为重力加速度)的El Centro波作用下,支护结构整体侧向位移划分为2个时间段,0 s≤t≤5 s支护结构在初始平衡位置往复振动,5 s<t≤30 s支护结构位移急剧增大,背土侧的水平位移达到10 mm后发生破坏; 动弯矩峰值出现在桩身高度16 m处,地震波幅值为0.1g时最大动弯矩为6 200 kN·m,当地震波幅值变化到0.2g时,最大动弯矩增加了3 900 kN·m,当地震波幅值变化到0.4g时,最大动弯矩增加了9 100 kN·m,随着地震波幅值增加,最大动弯矩增长幅度越来越大,说明地震波幅值对桩身弯矩的影响较大; 支护后的塔楼在8度设防烈度下各层最大水平位移在整体上小于支护前,小震作用下最大水平位移比支护前减小了2.27 mm,中震作用下最大水平位移与支护前基本持平,大震作用下最大水平位移比支护前减小了22.63 mm,支护后的层间位移角也略有减小,说明排桩挡墙有效保障了塔楼的抗震性能。
In order to study the dynamic stability and seismic performance of the tower structure with its supporting system, and analyze the influence of the supporting structure on the seismic performance of the tower, a tower with its row-pile retaining wall in Xi'an was used as the research object, and its three-dimensional simulation model was established by the finite element software ABAQUS. The research results show that under the action of 0.2g(g is the gravitational acceleration)El Centro seismic wave, the lateral displacement of the supporting structure is divided into two time periods: reciprocating vibration of supporting structure at initial equilibrium position in 0 s≤t≤5 s; the displacement of the supporting structure increases sharply under the earthquake load in 5 s<t≤30 s, and the horizontal displacement of the back soil increases to 10 mm before failure. At 16 m of the pile, the dynamic bending moment reaches the maximum. When the amplitude of seismic is 0.1g, the maximum dynamic bending moment is 6 200 kN·m. When it changes to 0.2g, the maximum dynamic bending moment increases by 3 900 kN·m, and when it changes to 0.4g, the maximum dynamic bending moment increases by 9 100 kN·m. With the increasing of seismic amplitude, the dynamic bending moment increases more and more. The seismic amplitude has a great impact on the bending moment of the pile. The maximum horizontal displacement of each floor under the fortification intensity of 8 degrees after support is smaller than that before support. The maximum horizontal displacement under the frequent intensity is 2.27 mm less than that before support; the maximum horizontal displacement under the fortification intensity is basically the same as that before support; the maximum horizontal displacement under the rare intensity is 22.63 mm less than that before support, which reveals that the support structure effectively guarantees the seismic performance of the tower.


[1] 刘 俊.城市交通道路工程建设接口管理方法及其应用研究[D].长沙:湖南大学,2013.
LIU Jun.The Research on Interface Management Method and Its Application of Urban Traffic Engineering Construction[D].Changsha:Hunnan University,2013.
[2]张 凯.基于三维综合交通运输理论的城市群轨道交通协调发展研究[D].北京:北京交通大学,2011.
ZHANG Kai.Research on Operational Mechanism for Integration of Urban-agglomeration Rail Transit Based on FSO[D].Beijing:Beijing Jiaotong University,2011.
GAO Kai-yu.The Assessment of the Influence of Adjacent Constructions on the Safety of Existing Subway Tunnel[D].Hangzhou:Zhejiang University,2018.
Ministry of Transport of the People's Republic of China.Atlas of Highway Damage Caused by Wenchuan Earthquake[M].Beijing:China Communications Press,2009.
[5]JEWELL R J,STEWART D P,RANDOLPH M F.Design of Piled Bridge Abutments on Soft Clay for Loading from Lateral Soil Movements[J].Geotechnique,1994,44(2):277-296.
[6]ATHMARAJAH G,DE SILVA L I N.Analysis of Stability Enhancement of Soldier Pile Retaining Wall[C]//IEEE.Proceedings of the 2019 Moratuwa Engineering Research Conference(MERCon).Moratuwa:IEEE,2019:644-650.
[7]蒋 冲,李天斌,梅松华,等.排桩支护明挖隧道基坑桩侧极限抗力系数研究[J].湖南大学学报:自然科学版,2018,45(7):111-116.
JIANG Chong,LI Tian-bin,MEI Song-hua,et al.Study on Pile Side Resistance Limit Coefficient of Row Pile Supported Ming Dig Tunnel Excavation Foundation Pit[J].Journal of Hunan University:Natural Sciences,2018,45(7):111-116.
[8]WEI B,FAN J,CHEN Y H,et al.The Analysis of Pile Deformat on Impact Factor of Pile Retaining Wall in Expansive Soil Area[J].Applied Mechanics and Materials,2012,204-208:230-234.
[9]TAN H M,JIAO Z B,CHEN J.Field Testing and Numerical Analysis on Performance of Anchored Sheet Pile Quay Wall with Separate Pile-supported Platform[J].Marine Structures,2018,58:382-398.
[10]CARDER D R.Improving the Stability of Slopes Using a Spaced Piling Technique[R].Wokinghan:Transportation Research Laboratory,2009.
[11]KAHYAOGLU M R,IMANCLI G,OZTURK A U,et al.Computational 3D Finite Element Analyses of Model Passive Piles[J].Computational Materials Science,2009,46(1):193-202.
[12]ELLIS E A,DURRANI I K,REDDISH D J.Numerical Modelling of Discrete Pile Rows for Slope Stability and Generic Guidance for Design[J].Geotechnique,2010,60(3):185-195.
[13]MEYERHOF G G.Some Recent Foundation Research and Its Application to Design[J].Structural Engineer,1953,31(6):151-167.
[14]PADRON L A,AZNAREZ J J,MAESO O.3-D Boundary Element-finite Element Method for the Dynamic Analysis of Piled Buildings[J].Engineering Analysis with Boundary Elements,2011,35(3):465-477.
[15]MIURA K,KAYNIA A M,MASUDA K,et al.Dynamic Behaviour of Pile Foundations in Homogeneous and Non-homogeneous Media[J].Earthquake Engineering and Structural Dynamics,1994,23(2):183-192.
[16]GAZETAS G,MYLONAKIS G,NIKOLAOU A.Simple Methods for the Seismic Response of Piles Applied to Soil-pile-bridge Interaction[C]//PRAKASH P.Proceedings of the 3rd International Conference on Recent Advances in Geotechnical Earthquake Engineering and Soil Dynamics.St Louis:University of Missouri-Rolla,1995:1547-1556.
[17]KAYNIA A M,MAHZOONI S.Forces in Pile Foundations Under Seismic Loading[J].Journal of Engineering Mechanics,1996,122(1):46-53.
[18]MAMOON S M,BANERJEE P K.Response of Piles and Pile Groups to Travelling SH-waves[J].Earthquake Engineering and Soil Dynamics,1990,19(4):597-610.
[19]MEDINA C,AZNAREZ J J,PADRON L A,et al.Effects of Soil-structure Interaction on the Dynamic Properties and Seismic Response of Piled Structures[J].Soil Dynamics and Earthquake Engineering,2013,53(11):160-175.
[20]NGUYEN Q V,FATAHI B,HOKMABADI A S.Influence of Size and Load-bearing Mechanism of Piles on Seismic Performance of Buildings Considering Soil-pile-structure Interaction[J].International Journal of Geomechanics,2017,17(7):04017007.
WU Qi-qi,PAN Xiao-dong.Analysis of the Seismic Impact of Enclosure Structure on Superstructure[J].Low Temperature Architecture Technology,2004,99(3):35-37.
WU Xian-guo,CAI Ying-qun.Analysis of Supporting Pile Structure Interaction[J].Journal of Huazhong University of Science and Technology:Urban Science Edition,2003,20(3):19-22.
[23]茜平一,杨 波.深基坑支护结构对提高高层建筑稳定性及其地基承载力的作用研究[C]//中国土木工程学会.第八届土力学及岩土工程学术会议论文集.北京:中国土木工程学会,1999:627-630.
QIAN Ping-yi,YANG Bo.Study on the Effect of Deep Foundation Pit Supporting Structure on Improving the Stability and Bearing Capacity of High-rise Buildings[C]//China Civil Engineering Society.Proceedings of the 8th Soil Mechanics and Geotechnical Engineering Academic Conference.Beijing:China Civil Engineering Society,1999:627-630.
[24]谷 音,刘晶波,杜义欣.三维一致粘弹性人工边界及等效粘弹性边界单元[J].工程力学,2007,24(12):31-37.
GU Yin,LIU Jing-bo,DU Yi-xin.3D Consistent Viscous-spring Artificial Boundary and Viscous-spring Boundary Element[J].Engineering Mechanics,2007,24(12):31-37.
Xi'an Chang'an University Highway Engineering Inspection Center.Construction Monitoring and Measurement Report of Retaining Wall[R].Xi'an:Chang'an University,2016.
[26]JGJ 94—2008,建筑桩基技术规范[S].
JGJ 94—2008,Technical Code for Building Pile Foundations[S].
[27]GB 50497—2019,建筑基坑工程监测技术标准[S].
GB 50497—2019,Technical Standard for Monitoring of Building Excavation Engineering[S].



基金项目:国家自然科学基金项目(51778060,51978060); 陕西省重点研发计划项目(2020kw-067); 中央高校基本科研业务费专项资金项目(300102289401)
作者简介:黄 华(1979-),男,江苏常州人,教授,博士研究生导师,工学博士,博士后,E-mail:huanghua23247@163.com。
更新日期/Last Update: 2021-09-01