可调高度式支座的性能及应用

汪洋; 王梁坤; 施卫星; 刘成清

doi:10.3969/j.issn.0258-2724.20180391

可调高度式支座的性能及应用

doi: 10.3969/j.issn.0258-2724.20180391

汪洋^1,2,,
王梁坤³,
施卫星³,
刘成清^2, ,

基金项目: 国家自然科学基金（51778538，51278428）

详细信息

作者简介:
汪洋（1977—），男，副教授，研究方向为工程结构抗震减震，E-mail：hdtmwy@163.com

通讯作者:
刘成清（1976—），男，副教授，博士生导师，研究方向为工程结构抗震减震，E-mail：lcqjd@swjtu.edu.cn

中图分类号: TU 352.12
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出版历程
- 收稿日期: 2018-05-12
- 修回日期: 2018-06-05
- 网络出版日期: 2018-06-06
- 刊出日期: 2020-06-01

Performance and Application of Adjustable Height Support

摘要

摘要: 为克服现有工程中钢支座难以调节高度的缺陷，提出了可在一定范围内调节自身高度的可调高度式支座，以适应现场施工条件的复杂性和多变性，确保工程结构构件的精准支承并提高工作效率，该支座的调高系统分为粗调和精调. 调节高度前，在支座和支撑结构之间设置千斤顶，对千斤顶施压后顶起上部结构，然后通过增减垫板的数量进行粗调，再通过旋钮调高螺栓调整锲块的位置（精调）. 以该支座在某人行天桥项目中的应用进行分析，详细介绍了支座的布置位置、施工流程及所使用的位移、应力应变健康监测系统，以支座合力作为不同施工阶段中支座调高的依据. 研究结果表明：该支座可实时监测支座反力并调节支座高度，能够使支座间的压力数值差距显著减小，同时可以消除拉力项，如东南桥台，最大压力差由调节前的2 266.8 kN减小为调节后的39.4 kN；使各个桥台的支座合力值相近，各桥墩及基础受力趋向均匀，能够提高桥墩及基础的安全性及耐久性.
- 钢支座 /
- 可调高度式支座 /
- 健康监测 /
- 施工阶段 /
- 现场测试
Abstract: To overcome the defaults of difficult to adjust the height in existing steel supports, an adjustable height support was proposed, whose height could be adjusted in a range, to adapt to the complexity and variability of the site construction conditions, ensure the precision bearing, and improve the work efficiency. The bearing system could be divided into two parts: coarse and fine parts. Before adjusting the height, the jack should be set between the support and the support structure, and then adjusted the position of the cheese block by adjusting the knob. The application of the adjustable height support in a real project was proposed, the support arrangement locations, construction processes and the displacement, stress and strain health monitoring system were all discussed in detail, and the support resultant force was taken as the basis of the support elevation in different construction stages. The results show that the support can monitor the reaction force and adjust the height of the support in real time. For example, the maximum pressure difference of southeast abutment decreases from 2 266.8 kN before adjustment to 39.4 kN after adjustment. The bearing force value of abutments is similar, and the stress on piers and foundations tends to be uniform. It is beneficial to ensure the safety and durability of piers and foundations.
- steel support /
- adjustable height support /
- health monitoring /
- construction phase /
- in-situ test

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图 1 可调高度式支座

Figure 1. Adjustable height support

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图 2 人行桥结构及支座布置

Figure 2. The pedestrian bridge and arrangements of supports

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图 3 可调高度式支座实物

Figure 3. Adjustable height support

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图 4 千斤顶布置情况

Figure 4. Jack layout

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图 5 多点同步顶升系统布置情况

Figure 5. Multi-point synchronous jacking system layout

下载: 全尺寸图片幻灯片

表 1 东北桥台支座受力测试记录

Table 1. Force test for the northeast bridge abutment kN

支座	临时支撑拆除前	临时支撑拆除后	桥梁卸载后	第 1 次浇筑混凝土前	西跨浇筑混凝土，东跨未浇混凝土	第 1 次浇筑后	支座调节前	仅西北桥台支座调高后	支座均调高后	第 2 次浇筑混凝土后	支座钢板增减厚度 /mm
1	−904.0	−863.0	−1 827.0	−2 000.0	−2 041.5	−2 594.7	−1 431.0	−1 367.7	−1 913.1	−2 285.4	+15.0
2	−1 262.3	200.0	1 400.0	1 661.0	1 053.3	922.6	1 120.5	1 153.4	−1 654.0	−2 293.7	+9.0
3	−3 154.0	−1 140.5	−2 635.0	−4 755.0	−5 684.3	−6 910.4	−5 984.5	−5 988.4	−2 496.7	−3 082.5	−7.0
4	−2 814.6	−2 245.2	−2 616.0	−2 845.0	−2 999.1	−2 957.4	−2 530.8	−2 712.5	−2 861.5	−3 062.0	−3.0
合力	−8 134.9	−4 048.7	−5 678.0	−7 939.0	−9 671.7	−11 540.0	−8 825.8	−8 915.2	−8 925.1	−10 723.6

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表 2 东南桥台支座受力测试记录

Table 2. Force test of the north south bridge abutment kN

支座	临时支撑拆除前	临时支撑拆除后	桥梁卸载后	第 1 次浇筑混凝土前	西跨浇筑混凝土，东跨未浇混凝土	第 1 次浇筑后	支座调节前	仅西北桥台支座调高后	支座均调高后	第 2 次浇筑混凝土后	支座钢板增减厚度 /mm
1	−2 566.5	−2 042.4	−3 210.0	−3 057.3	−3 190.8	−3 025.0	−3 075.0	−2 934.7	−1 876.1	−2 076.8	+1.0
2	−299.7	550.0	1 220.0	1 220.0	698.0	−223.7	−257.0	−44.9	−1 802.5	−2 116.2	+6.0
3	−1 124.5	−995.0	−1 025.0	−1 517.3	−426.2	−774.2	−832.5	−697.6	−1 782.9	−2 077.6	+7.0
4	−2 459.7	−1 076.8	−3 696.0	−3 234.1	−3 505.8	−2 809.0	−2 777.6	−3 196.7	−1 854.5	−2 109.6	0.0
合力	−6 450.4	−3 564.2	−6 711.0	−6 588.7	−6 424.8	−6 831.8	−6 960.1	−6 873.9	−7 316.0	−8 380.2

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表 3 西北桥台支座受力测试记录

Table 3. Force test of the west north bridge abutment kN

支座	临时支撑拆除前	临时支撑拆除后	桥梁卸载后	第 1 次浇筑混凝土前	西跨浇筑混凝土，东跨未浇混凝土	第 1 次浇筑后	支座调节前	仅西北桥台支座调高后	支座均调高后	第 2 次浇筑混凝土后	支座钢板增减厚度 /mm
1	−1 126.2	−1 019.4	−1 806.0	−2 100.7	−1 665.3	−1 151.6	−1 096.2	−3 661.1	−2 451.2	−2 649.9	+7.0
2	−954.4	−1 114.4	−620.0	4 569.0	3 884.0	3 663.3	−895.0	−1 106.5	−1 759.0	−2 115.6	+19.0
3	−1 520.5	−1 271.0	−2 890.0	−3 236.9	−3 921.7	−4 964.5	−4 113.0	−1 853.9	−2 259.0	−2 411.9	−5.0
4	−833.5	−833.5	−2 850.0	−3 475.1	−3 300.0	−3 179.9	−3 141.0	−2 526.2	−2 730.5	−3 042.3	+8.0
合力	−4 434.6	−4 238.3	−8 166.0	−4 242.9	−5 003.0	−5 632.7	−9 245.2	−9 147.7	−9 199.7	−10 219.7

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表 4 西南桥台支座受力测试记录

Table 4. Force test of the west south bridge abutment kN

支座	临时支撑拆除前	临时支撑拆除后	桥梁卸载后	第 1 次浇筑混凝土前	西跨浇筑混凝土，东跨未浇混凝土	第 1 次浇筑后	支座调节前	仅西北桥台支座调高后	支座均调高后	第 2 次浇筑混凝土后	支座钢板增减厚度 /mm
1	−1 479.8	−1 654.1	−595.0	927.6	−1 487.9	−1 441.2	−1 529.5	−1 205.6	−2 062.2	−2 337.4	+10.0
2	−1 845.0	−1 983.0	−1 683.0	−1 335.3	−2 476.7	−2 484.5	−2 486.5	−2 683.7	−2 038.7	−2 293.2	−3.0
3	−2 615.0	−1 878.7	−2 985.0	−3 165.0	−3 004.8	−2 782.2	−2 601.6	−2 519.0	−2 392.2	−2 790.1	−3.0
4	−3 076.0	−3 551.7	−2 743.0	−3 403.2	−3 524.4	−3 126.1	−3 335.2	−3 098.8	−3 662.0	−4 140.6	+5.0
合力	−9 015.8	−9 067.5	−8 006.0	−6 975.8	−10 493.8	−9 834.0	−9 412.8	−9 507.1	−10 155.1	−11 561.3

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