钢-混组合索塔锚固结构的力学行为及结构优化

肖林; 刘丽芳; 卫星; 刘德军

doi:10.3969/j.issn.0258-2724.20170320

钢-混组合索塔锚固结构的力学行为及结构优化

doi: 10.3969/j.issn.0258-2724.20170320

肖林^1,,
刘丽芳¹,
卫星^1, ,,
刘德军²

基金项目: 国家自然科学基金资助（51308467、51578455）、中央高校基本科研业务费资助项目（2682016CX016）

详细信息

作者简介:
肖林（1982—），男，副教授，博士，研究方向为梁钢结构及钢-混组合结构，E-mail：xiaolin@swjtu.edu.cn

通讯作者:
卫星（1976—），男，教授，博士，研究方向为桥梁钢结构及钢-混凝土组合结构，E-mail：we_star@163.com

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出版历程
- 收稿日期: 2017-04-21
- 修回日期: 2018-05-28
- 网络出版日期: 2018-12-21
- 刊出日期: 2019-10-01

Mechanical Behavior and Structural Optimization of Steel-Concrete Composite Cable-Pylon Anchor

XIAO Lin^1
,,
LIU Lifang¹,
WEI Xing^{1
, ,},
LIU Dejun²

摘要

摘要: 为了解斜拉桥钢-混组合索塔锚固结构的力学行为并对结构设计进行优化，以重庆嘉悦大桥为依托，通过足尺模型试验及非线性有限元分析的对比分析，对钢-混凝土组合索塔锚固结构的力学性能、荷载传递机理进行了研究；采用正交试验方法对索塔锚固区混凝土主拉应力进行参数敏感性分析，进而提出了结构优化设计参数. 研究结果表明：钢锚箱与混凝土塔壁的应力水平较低，应力分布均匀流畅；钢锚箱与混凝土塔壁的相对滑移值均很小，最大值仅0.029 mm；剪力键的抗剪刚度对混凝土端塔壁的主拉应力水平有较为显著的影响，当刚度增加5倍，混凝土端塔壁主拉应力减少了17.3%；该桥所采用的组合索塔锚固区结构参数是安全、经济的.
- 矮塔斜拉桥 /
- 索塔锚固结构 /
- 钢-混组合结构 /
- 模型试验 /
- 传力机理 /
- 优化分析
Abstract: Full-size model test and nonlinear finite element analysis (FEA) are carried out to investigate the mechanical behavior and optimize the structure design of the steel-concrete composite cable-pylon anchor of Jiayue Bridge, Chongqing. The mechanical performance and load transfer mechanism of the steel-concrete composite cable-pylon anchor are studied first by the model test comparing with the nonlinear FEA. Then, the optimized structural parameters of the composite cable-pylon anchor are analyzed by FEA. Results show that the stresses of components of cable-pylon anchor are on a low level and distribute evenly. The relative slippage between anchor box and concrete pylon is small, and the maximum value is only 0.029 mm. The stiffness of shear connectors has a great impact on the principle stress of concrete pylon. When the stiffness is increased by 5 times, the principle stress of concrete pylon is reduced by 17.3%. The cable-pylon anchor’s structural design of Jiayue Bridge meet the requirement of safety and economics.
- cable-stayed bridge with low pylons /
- cable-pylon anchor /
- steel-concrete composite structure /
- model test /
- mechanical behavior /
- optimization analysis

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图 1 索塔锚固区布置

Figure 1. Layout of cable-pylon anchorage

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图 2 钢锚箱结构

Figure 2. Layout of the steel anchorage box

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图 3 试验模型构造

Figure 3. Schematic of test model

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图 4 测点布置

Figure 4. Setup of measuring points

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图 5 有限元模型

Figure 5. Finite element model

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图 6 钢锚箱侧板实测值与计算值（单位：MPa）

Figure 6. Test and calculated stresses of longitudinal anchor plate（unit：MPa）

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图 7 钢锚箱端板应力测试值与有限元分析值（单位：MPa）

Figure 7. Test and FEA stresses on the end plate（unit：MPa）

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图 8 混凝土端壁应力的测试值与有限元分析值（单位：MPa）

Figure 8. Test and FEA stresses on the surface of end wall（unit：MPa）

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图 9 混凝土侧壁应力的测试值与有限元分析值（单位：MPa）

Figure 9. Test and FEA stresses on the surface of longitudinal wall（unit：MPa）

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图 10 栓钉剪力分布

Figure 10. Load distribution of studs

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图 11 钢锚箱与混凝土之间的荷载途径

Figure 11. The loading path between steel anchor box and concrete.

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表 1 因素水平表

Table 1. Levels of impact factors

因素	水平
因素	1	2	3	4	5
剪力键抗剪刚度/（kN•mm^–1）	100	200	300	400	500
侧板厚度/mm	20	30	40	50	60
剪力板厚度/mm	20	30	40	50	60

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表 2 试验方案及混凝土塔壁主拉应力计算结果

Table 2. Experimental scheme and calculated principal tensile stresses of concrete walls

试验号	试验值			混凝土塔壁主拉应力/MPa
试验号	a/（kN•mm^–1）	b/mm	c/mm	侧塔壁	端塔壁
1	100	20	20	11.134	6.100
2	100	30	30	11.045	5.530
3	100	40	40	10.937	5.231
4	100	50	50	10.818	5.042
5	100	60	60	10.701	4.903
6	200	20	30	10.862	5.485
7	200	30	40	10.793	4.909
8	200	40	50	10.723	4.595
9	200	50	60	10.642	4.399
10	200	60	20	10.64	4.871
11	300	20	40	10.704	5.13
12	300	30	50	10.656	4.583
13	300	40	60	10.612	4.279
14	300	50	20	10.621	4.749
15	300	60	30	10.606	4.426
16	400	20	50	10.608	4.886
17	400	30	60	10.575	4.369
18	400	40	20	10.560 4	4.772
19	400	50	30	10.599	4.382
20	400	60	40	10.574	4.137
21	500	20	60	10.548	4.706
22	500	30	20	10.447	4.944
23	500	40	30	10.548	4.437
24	500	50	40	10.57	4.135
25	500	60	50	10.558	3.929

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表 3 极差分析结果表

Table 3. Results of range analysis

指标平均值	混凝土侧塔壁最大主拉应力/MPa			混凝土端塔壁最大主拉应力/MPa
指标平均值	a	b	c	a	b	c
k₁	10.927	10.771	10.681	5.361	5.261	5.087
k₂	10.732	10.703	10.732	4.852	4.867	4.852
k₃	10.640	10.676	10.716	4.633	4.663	4.708
k₄	10.583	10.650	10.673	4.509	4.541	4.607
k₅	10.534	10.616	10.616	4.430	4.453	4.531
R	0.393	0.155	0.116	0.931	0.808	0.556

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表 4 混凝土端塔壁主拉应力方差分析结果表

Table 4. Results of variance analysis of principal tensile stress on the surface of concrete end walls

变异来源	变动平方和	自由度	均方根	F	F_0.05	F_0.01	显著性
因素a	2.788	4	0.697	256.372	6.39	15.98	显著
因素b	2.071	4	0.518	190.452			显著
因素c	0.97	4	0.242	89.165			显著
误差	0.022	4	0.003
总和	5.851

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