西安建筑科技大学学报(自然科学版)

为解决传统钢 - 混组合梁由于混凝土板本身缺陷所引起的桥面板开裂问题,提出一种性价较优的钢 - UHPC组合梁桥面板截面形式,以某桥为工程背景设计了4种桥面板方案,即矮胖型带肋板方案、瘦高型带肋板方案、矩形平板方案、华夫板方案,利用ABAQUS进行了桥面板影响线及静承载能力分析,得到了以下结论:(1)桥面板轮载应力影响范围是局部的,纵桥向作用于两相邻横隔板之外的荷载对该两横隔板间跨中桥面板各点的应力几乎无贡献,横桥向作用于距某板肋超过横隔板间距的荷载对该板肋及其附近面板的应力几乎无贡献,而纵隔板上部的板肋荷载横向影响范围较广,约为2倍横隔板间距;(2)各方案桥面板主拉应力值较大区域集中在跨中肋(面)板下底缘以及与纵隔板相接处的面板顶缘;(3)桥面板截面型式对自身的抗弯承载能力影响较大,瘦高型带肋板方案具有较优的综合性能.

In order to solve the problem with the bridge deck cracking caused by the concrete plate defects itself in the traditional steel-concrete composite beam and to find a cost-effective steel-UHPC composite beam bridge deck section, four kinds of bridge deck scheme were designed with a bridge as the engineering background, namely pyknic-type rib scheme, lanky-type rib scheme, rectangular plate scheme and waffle slab scheme, respectively. The influence line and static bearing capacity of bridge deck was analysed by ABAQUS, and the conclusions are as follows:(1)The stress influence range in bridge deck under the action of vehicles is local. In the longitudinal direction, the load away from two adjacent diaphragms makes almost no contribution to the bridge deck stress in the middle of the two diaphragms. In the transverse direction, the load away from the diaphragm spacing makes almost no contribution to the rib and its adjacent panel normal stress, but the transverse load influence range of the panel there is onto longitudinal clapboard is wide, about twice the spacing of diaphragm.(2)The large tensile stress area in projects is concentrated upon the bottom of the rib(panel)plate and the upper plate onto the longitudinal clapboard.(3)The bridge deck cross-section has a great influence on its flexural capacity, and the lanky-type rib scheme has a better comprehensive performance.

引言
1 工程背景
2 有限元模型及关注部位的选取
3 轮载应力影响线
4 加载车模型及布载方式
5 各方案桥面板静承载能力计算分析
6 结论

图1 钢 - UHPC组合梁标准横断面图(单位:mm)<br/>Fig.1 The standard cross-section of steel-UHPC composite girder(Unit: mm)

图1 钢 - UHPC组合梁标准横断面图(单位:mm)
Fig.1 The standard cross-section of steel-UHPC composite girder(Unit: mm)

表1 组合箱梁各参数取值<br/>Tab.1 The value of each parameter of composite box girder

表1 组合箱梁各参数取值
Tab.1 The value of each parameter of composite box girder

表2 各方案桥面板截面特性计算<br/>Tab.2 Calculation of cross-section characteristics of each project bridge deck

表2 各方案桥面板截面特性计算
Tab.2 Calculation of cross-section characteristics of each project bridge deck

图2 有限元模型<br/>Fig.2 The finite element model

图2 有限元模型
Fig.2 The finite element model

图3 带肋桥面板局部横截面图(单位:mm)<br/>Fig.3 Local cross-section diagram of ribbed bridge deck(Unit: mm)

图3 带肋桥面板局部横截面图(单位:mm)
Fig.3 Local cross-section diagram of ribbed bridge deck(Unit: mm)

图4 桥面板关注部位示意图<br/>Fig.4 The diagrammatic sketch of various concerned areas on bridge deck

图4 桥面板关注部位示意图
Fig.4 The diagrammatic sketch of various concerned areas on bridge deck

图5 A点、B点横桥向应力影响线<br/>Fig.5 The transverse stress influence line of point A and point B

图5 A点、B点横桥向应力影响线
Fig.5 The transverse stress influence line of point A and point B

图6 C点、G点纵桥向应力影响线<br/>Fig.6 The longitudinal stress influence line of point C and point GD

图6 C点、G点纵桥向应力影响线
Fig.6 The longitudinal stress influence line of point C and point GD

图7 D点纵桥向应力影响线<br/>Fig.7 The longitudinal stress influence line of point D

图7 D点纵桥向应力影响线
Fig.7 The longitudinal stress influence line of point D

图8 E点横桥向应力影响线<br/>Fig.8 The transverse stress influence line of point E

图8 E点横桥向应力影响线
Fig.8 The transverse stress influence line of point E

图9 加载车模型(单位:m)<br/>Fig.9 The loading model car(Unit: m)

图9 加载车模型(单位:m)
Fig.9 The loading model car(Unit: m)

图10 A点纵横向加载方式示意图(单位:mm)<br/>Fig.10 The longitudinal and transverse loading schematic diagram of point A(Unit: mm)

图10 A点纵横向加载方式示意图(单位:mm)
Fig.10 The longitudinal and transverse loading schematic diagram of point A(Unit: mm)

表3 各关注部位的最不利拉应力<br/>Tab.3 The most disadvantageous tensile stress of various concerned areas MPa

表3 各关注部位的最不利拉应力
Tab.3 The most disadvantageous tensile stress of various concerned areas MPa

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备注

引言

1 工程背景

2 有限元模型及关注部位的选取

3 轮载应力影响线

4 加载车模型及布载方式

5 各方案桥面板静承载能力计算分析

6 结论

期刊信息