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山东大学学报 (工学版) ›› 2019, Vol. 49 ›› Issue (4): 44-50.doi: 10.6040/j.issn.1672-3961.0.2017.550

• 土木工程 • 上一篇    下一篇

轨道交通U形梁底板横向抗裂及预应力布置研究

董旭1,3(),郭剑2,周海灿2,邓振全3,李树忱3   

  1. 1. 山东交通学院交通土建工程学院, 山东 济南 250357
    2. 中铁十四局集团第五工程有限公司, 山东 兖州 272117
    3. 山东大学岩土与结构工程研究中心, 山东 济南 250061
  • 收稿日期:2017-10-30 出版日期:2019-08-20 发布日期:2019-08-06
  • 作者简介:董旭(1983—)，男，山东济南人，讲师，博士，主要研究方向为结构分析及安全性评估研究.E-mail：dongxu512@126.com
  • 基金资助:
    国家自然科学基金资助项目(51179098);国家自然科学基金资助项目(51379113);山东省自然科学杰出青年基金资助项目(JQ201313);山东大学基本科研业务费资助项目(2014YQ005)

Transverse anti-cracking of bottom slab and layout of transverse pre-stressed tendon of rail transit U-shaped girder

Xu DONG1,3(),Jian GUO2,Haican ZHOU2,Zhenquan DENG3,Shuchen LI3   

  1. 1. School of Transportation and Civil Engineering, Shandong Jiaotong University, Jinan 250357, Shandong, China
    2. The Fifth Project Co., Ltd, China Railway Bureau 14 Group, Yanzhou 272117, Shandong, China
    3. Geotechnical and Structural Engineering Research Center, Shandong University, Jinan 250061, Shandong, China
  • Received:2017-10-30 Online:2019-08-20 Published:2019-08-06
  • Supported by:
    国家自然科学基金资助项目(51179098);国家自然科学基金资助项目(51379113);山东省自然科学杰出青年基金资助项目(JQ201313);山东大学基本科研业务费资助项目(2014YQ005)

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摘要：

针对目前轨道交通U形梁底板横向仅布置普通钢筋的构造特点,为了提高轨道交通U形梁底板横向抗裂性能和安全性能,以青岛地区某无砟轨道交通U形梁为研究对象,采用有限元仿真分析方法,研究U形梁底板横向抗裂和应力分布,并提出一种横向预应力布置方式。研究结果表明:跨中底板的横向拉应力主要由自重和设计荷载引起,而梁端底板的横向拉应力则受纵向预应力、自重等多因素影响。设计荷载作用下,结构最大横向拉应力为1.71 MPa;在1.3倍超载作用下,最大横向拉应力达到2.04 MPa,超过规范要求,结构安全储备较低,横向抗裂性能较弱。布置横向预应力后, U形梁跨中底板底面横向拉应力明显减小,达到-0.117 MPa,且拉应力的分布趋于均匀,结构安全性显著提高。研究结果可为U形梁底板抗裂及横向配筋设计提供借鉴。

关键词: U形梁, 底板抗裂, 有限元模型, 横向应力, 横向预应力, 配筋设计

Abstract:

Rail transit U-shaped girder had the structural characteristic of only arranging ordinary regular reinforcements in transverse direction of bottom slab. Based on a rail transit U-shaped girder project in Qingdao, in order to improve its safety and transverse anti-cracking performance, finite element analysis method was used to study the transverse anti-cracking and stress distribution of bottom slab of U-shaped girder. An arrangement method of U-shaped girder transverse pre-stressed tendons was put forward. The results showed that, the transverse tensile stress of bottom slab of midspan was mainly caused by self-weight and design load, while transverse tensile stress of girder ends was influenced by many factors. Under design load, maximum transverse stress of structure was 1.71 MPa, while applying 1.3 times overloading, maximum transverse stress reached 2.04 MPa, which was beyond code requirements. Safety margin of U-shaped girder was low and transverse crack resistance was weak. The proposed layout of transverse pre-stressed tendons effectively decreased transverse tensile stress in bottom slab of girder midspan to -0.117 MPa. The distribution of tensile stress became more uniform and structural safety was significantly improved. The research could provide a reference for transverse reinforcement design of U-shaped girder bottom slab.

Key words: U-shaped girder, bottom slab anti-cracking, FEA model, transverse stress, transverse pre-stressing force, reinforcement design

中图分类号: 

  • U233

图1

U形梁截面尺寸及预应力筋布置"

表1

纵向预应力筋设计参数"

钢束编号 类型 根数 布置位置 张拉控制应力/MPa
N1, N′1 Φs 15.2 7 腹板 1 246.2
N2, N′2 Φs 15.2 11 底板 1 339.2
N3, N′3 Φs 15.2 10 底板 1 339.2
N4, N′4 Φs 15.2 10 底板 1 339.2
N5, N′5 Φs 15.2 10 底板 1 339.2

图2

U形梁有限元模型"

图3

聚丙烯纤维混凝土应力应变关系曲线"

图4

国标B型车技术参数"

图5

双向弯矩最不利加载位置示意图"

图6

N2~N5和N′2~N′58组纵向预应力张拉后底板的横向应力云图"

图7

N1和N′1两组纵向预应力束张拉后底板的横向应力云图(半模型,单位:Pa)"

图8

设计荷载作用下U形梁跨中截面横向应力(S11)云图"

图9

超载阶段U形梁跨中横向应力云图"

图10

U形梁底板横向及纵向预应力布置俯视图"

图11

U形梁底板横向预应力布置横断面图"

图12

布置横向预应力后设计荷载作用下U形梁跨中截面横向应力云图"

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