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《建筑科学与工程学报》[ISSN:1673-2049/CN:61-1442/TU]

卷:

38卷

期数:

2021年05期

页码:

26-37

栏目:

出版日期:

2021-09-15

文章信息/Info

Title:

Analysis of Seismic Performance of Tower Structure and Its Supporting System

文章编号:

1673-2049(2021)05-0026-12

作者:

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)

Author(s):

HUANG Hua¹, HE Shan¹, LIU Ming-liang^1,2, 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)

关键词:

塔楼结构;  排桩支护;  有限元模拟;  抗震性能;  动力性能

Keywords:

tower structure;  pile supporting;  finite element simulation;  seismic performance;  dynamic performance

分类号:

TU352

DOI:

10.19815/j.jace.2020.12081

文献标志码:

A

摘要:

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。

Abstract:

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.

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相似文献/References:

备注/Memo

备注/Memo:

收稿日期:2020-12-01
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。

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更新日期/Last Update: 2021-09-01