深中通道沉管临时锚拉系统横向偏位模型试验

闫磊; 韩恒; 贺拴海; 徐国平; 邓斌; 闫金宁; 辛世豪

doi:10.19818/j.cnki.1671-1637.2023.05.008

深中通道沉管临时锚拉系统横向偏位模型试验

doi: 10.19818/j.cnki.1671-1637.2023.05.008

闫磊^{1, 2,},
韩恒^{1, 2},
贺拴海^{1, 2},
徐国平³,
邓斌³,
闫金宁^{1, 2},
辛世豪^{1, 2}

1.
长安大学公路学院，陕西西安 710064
2.
长安大学旧桥检测与加固技术交通运输行业重点实验室，陕西西安 710064
3.
中交公路规划设计院有限公司，北京 100088

基金项目:

国家重点研发计划 2021YFB1600300

广东省重点领域研发计划项目 2019B111105002

陕西省交通运输厅科研项目 21-63K

详细信息

作者简介:
闫磊(1979-)，男，山西运城人，长安大学副教授，工学博士，从事桥梁结构安全评估研究

中图分类号: U443
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- HTML全文浏览量: 97
- PDF下载量: 60
- 被引次数: 0
出版历程
- 收稿日期: 2023-04-28
- 网络出版日期: 2023-11-17
- 刊出日期: 2023-10-25

Lateral deviation model test of temporary anchorage system for immersed tube in Shenzhen-Zhongshan Link

YAN Lei^{1, 2
,},
HAN Heng^{1, 2},
HE Shuan-hai^{1, 2},
XU Guo-ping³,
DENG Bin³,
YAN Jin-ning^{1, 2},
XIN Shi-hao^{1, 2}

1.
School of Highway, Chang'an University, Xi'an 710064, Shaanxi, China
2.
Key Laboratory of Transport Industry of Bridge Detection Reinforcement Technology, Chang'an University, Xi'an 710064, Shaanxi, China
3.
CCCC Highway Consultants Co., Ltd., Beijing 100088, China

Funds:

National Key Research and Development Program of China 2021YFB1600300

Key Areas Research and Development Program of Guangdong Province 2019B111105002

Scientific Research Project of Department of Transport of Shaanxi Province 21-63K

More Information

Author Bio:
YAN Lei(1979-), male, associate professor, PhD, yanlei@chd.edu.cn

摘要

摘要: 为探明深中通道沉管对接施工时锚拉系统的横向偏位限值，利用数值模拟和模型试验相结合的方法研究了锚拉系统的变位能力，建立了锚拉系统的有限元模型，基于有限元分析结果确定了足尺模型试验的加载分级标准；基于锚拉系统的实际受力状态确定了拉杆轴向荷载等级，试验模拟了水平及竖向各5 cm的初始安装偏差，分4个工况对结构进行了加载并测试了应力与偏位。研究结果表明：在给定拉杆轴向荷载下，随着横向偏位的增加，锚拉系统的安全储备均逐渐减小；单根拉杆在轴向试验荷载1 000 kN作用下，横向偏位为5 cm时，结构处于弹性工作状态，锚板和肋板最大Mises应力分别达到190.8和179.3 MPa，距其设计强度295和280 MPa分别具有35.3%和36.0%的安全储备；在1.2和1.5倍轴向试验荷载下，施加横向偏位至5 cm时，锚拉系统仍处于弹性工作状态，锚板和肋板最大Mises应力分别从221.1和196.8 MPa升至286.8和260.5 MPa，设计安全储备平均值由27.4%降至5.0%，拉杆最大应力从473.8 MPa升至623.7 MPa，屈服安全储备由43.3%降至25.3%；极限侧推试验中，在1.5倍轴向试验荷载下，当横向偏位为6 cm时，锚板达到设计强度，继续增大至12.8 cm时，锚板率先屈服，认为该锚拉系统已失效，此时拉杆应力为704.8 MPa，屈服安全储备为15.6%，故建议沉管水下对接施工的横向偏位控制值为6 cm。
- 桥梁工程 /
- 沉管 /
- 锚拉系统 /
- 模型试验 /
- 数值分析 /
- 横向偏位
Abstract: To find out the lateral deviation limit of the anchorage system during the jointing construction of the immersed tube in Shenzhen-Zhongshan Link, the displacement ability of the anchorage system was studied by the combination of numerical simulation and model test. The finite element model of the anchorage system was established, and the loading grading standard of the full-scale model test was determined based on the finite element analysis results. In view of the actual stress state of the anchorage system, the axial load grade of the tie rod was determined. The test simulated the initial installation deviations of 5 cm in horizontal and vertical directions, and the structure was loaded in four working conditions. In addition, the stress and displacement were tested. Research results show that under the given axial load of the tie rod, the safety reserve of the anchorage system decreases gradually with the increase in the lateral deviation. Under the axial test load of 1 000 kN of a single tie rod and the lateral deviation of 5 cm, the structure is in an elastic working state, and the maximum Mises stresses of the anchor plate and rib plate reach 190.8 and 179.3 MPa, respectively. The safety reserves relative to their design strengths of 295 and 280 MPa are 35.3% and 36.0%, respectively. Under 1.2 and 1.5 times of the axial test load, when the lateral deviation is applied to 5 cm, the anchorage system is still in an elastic working state. The maximum Mises stresses of the anchor plate and rib plate increase from 221.1 and 196.8 MPa to 286.8 and 260.5 MPa, respectively. The average designed safety reserve decreases from 27.4% to 5.0%. The maximum stress of the tie rod increases from 473.8 MPa to 623.7 MPa, and the yield safety reserve decreases from 43.3% to 25.3%. In the limit lateral deviation test, under 1.5 times of the axial test load, the anchor plate reaches the designed strength when the lateral deviation is 6 cm. When it continues to increase to 12.8 cm, the anchor plate yields first, and it is considered that the anchorage system has failed. At this time, the stress of the tie rod is 704.8 MPa, and the yield safety reserve is 15.6%. Therefore, it is recommended that the lateral deviation control value of immersed tubes should be 6 cm during the underwater jointing construction.
- bridge engineering /
- immersed tube /
- anchorage system /
- model test /
- numerical analysis /
- lateral deviation

HTML全文

图 1 深中通道地理位置

Figure 1. Location of Shenzhen-Zhongshan Link

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图 2 沉管隧道纵断面布置

Figure 2. Vertical section layout of immersed tube tunnel

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图 3 临时锚拉系统构造

Figure 3. Structure of temporary anchorage system

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图 4 足尺试验模型构造(单位：mm)

Figure 4. Structure of full-scale test model (unit: mm)

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图 5 钢材σ-ε关系曲线

Figure 5. σ-ε curve of steel

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图 6 有限元模型

Figure 6. Finite element model

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图 7 单元选取与网格划分

Figure 7. Element selection and grid division

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图 8 边界条件与荷载施加

Figure 8. Boundary conditions and load applications

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图 9 临时锚拉系统Mises应力云图

Figure 9. Mises stress nephograms of temporary anchorage system

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图 10 沉管最终接头纵断面

Figure 10. Vertical section of immersed tube final joint

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图 11 加载现场总体布置

Figure 11. General layout of loading site

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图 12 应变测点布置(单位：mm)

Figure 12. Layout of strain testing points (unit: mm)

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图 13 工况1典型测点应力-位移曲线

Figure 13. Stress-displacement curves of typical measuring points under condition 1

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图 14 工况2典型测点应力-位移曲线

Figure 14. Stress-displacement curves of typical measuring points under condition 2

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图 15 工况3典型测点应力-位移曲线

Figure 15. Stress-displacement curves of typical measuring points under condition 3

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图 16 工况4典型测点应力-位移曲线

Figure 16. Stress-displacement curves of typical measuring points under condition 4

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表 1 计算参数

Table 1. Calculation parameters

构件	t/mm	材料	f_d/MPa	f_y/MPa
锚板	40	Q390C	295	390
肋板	50	Q390C	280	390
拉杆	65	40CrNiMoA		835

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表 2 加载工况

Table 2. Loading conditions

工况	试验内容
1	双向预偏5 cm及单根拉杆轴向加载至1 000 kN(试验荷载)，横向加载至5 cm，分5级加载
2	双向预偏5 cm及单根拉杆轴向加载至1 200 kN，横向加载至5 cm，分5级加载
3	双向预偏5 cm及单根拉杆轴向加载至1500 kN，横向加载至5 cm，分5级加载
4	双向预偏5 cm及单根拉杆轴向加载至1 500 kN，横向初级加载至5 cm，之后每级加载1 cm至结构屈服

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表 3 工况1各构件最大应力测点试验结果

Table 3. Test results of maximum stress measuring points of various components under condition 1

构件	应力类型	不同横向偏位(cm)处的最大应力/MPa
构件	应力类型	1	2	3	4	5
锚板	实测值	174.8	180.0	185.2	188.0	190.8
锚板	计算值	178.9	180.3	183.0	187.0	192.2
肋板	实测值	174.3	174.8	175.2	177.3	179.3
肋板	计算值	171.2	170.6	171.5	173.9	179.0
拉杆	实测值	375.8	390.8	409.5	428.3	450.9
拉杆	计算值	375.8	392.6	410.3	429.7	451.3

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表 4 工况2各构件最大应力测点试验结果

Table 4. Test results of maximum stress measuring points of various components under condition 2

构件	应力类型	不同横向偏位(cm)处的最大应力/MPa
构件	应力类型	1	2	3	4	5
锚板	实测值	200.7	204.0	210.3	217.7	221.1
锚板	计算值	217.9	221.9	227.2	234.0	242.6
肋板	实测值	192.4	192.0	193.1	194.9	196.8
肋板	计算值	205.6	205.1	206.0	208.4	212.8
拉杆	实测值	447.6	455.4	463.6	470.7	473.8
拉杆	计算值	409.8	417.2	424.5	443.2	450.7

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表 5 工况3各构件最大应力测点试验结果

Table 5. Test results of maximum stress measuring points of various components under condition 3

构件	应力类型	不同横向偏位(cm)处的最大应力/MPa
构件	应力类型	1	2	3	4	5
锚板	实测值	253.3	261.5	270.7	278.6	286.8
锚板	计算值	270.6	271.9	274.4	278.1	283.1
肋板	实测值	252.0	253.6	254.9	257.7	260.5
肋板	计算值	257.0	256.5	257.2	259.2	262.7
拉杆	实测值	561.8	575.0	590.8	609.2	623.7
拉杆	计算值	561.2	578.9	595.8	613.7	632.8

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表 6 工况4各构件最大应力测点试验结果

Table 6. Test results of maximum stress measuring points of various components under condition 4

构件	应力类型	不同横向偏位(cm)处的最大应力/MPa
构件	应力类型	6.0	7.0	8.0	9.0	10.0	11.0	12.0	12.8
锚板	实测值	296.4	308.7	325.2	340.9	356.1	372.3	388.4	390.0
锚板	计算值	289.2	296.6	305.8	316.4	329.3	338.0	351.6	366.0
肋板	实测值	275.6	290.8	305.1	320.5	337.8	354.1	372.4	386.8
肋板	计算值	268.6	277.2	287.9	299.7	314.0	324.2	340.3	357.5
拉杆	实测值	639.5	659.4	668.2	672.1	678.4	687.6	695.3	704.8
拉杆	计算值	642.9	648.2	656.2	664.3	672.5	680.6	688.8	697.1

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表 7 各工况下锚拉系统最大应力和偏位

Table 7. Maximum stresses and deviations of anchorage system under various conditions

工况	单根杆轴向力/kN	最大横向偏位/cm	构件	最大Mises应力/MPa	设计安全储备/%	屈服安全储备/%
1	1 000	5.0	锚板	190.8	35.3	51.1
			肋板	179.3	36.0	54.0
			拉杆	450.9		46.0
2	1 200	5.0	锚板	221.1	25.1	43.3
			肋板	196.8	29.7	49.5
			拉杆	473.8		43.3
3	1 500	5.0	锚板	286.8	2.8	26.5
			肋板	260.5	7.0	33.2
			拉杆	623.7		25.3
4	1 500	6.0	锚板	296.4		24.0
			肋板	275.6	1.6	29.3
			拉杆	639.5		23.4
		12.8	锚板	390.0		0.0
			肋板	386.8		0.8
			拉杆	704.8		15.6

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