整体桥H型钢-RC阶梯桩与土相互作用拟静力试验

庄一舟; 宋琨生; 宋永青; 陈国栋; 黄福云; 陈良

doi:10.19818/j.cnki.1671-1637.2022.05.008

整体桥H型钢-RC阶梯桩与土相互作用拟静力试验

doi: 10.19818/j.cnki.1671-1637.2022.05.008

1.
浙江工业大学土木工程学院，浙江杭州 310014
2.
福州大学土木工程学院，福建福州 350108

基金项目:

国家自然科学基金项目 51778147

详细信息

作者简介:
庄一舟(1964-)，男，浙江奉化人，浙江工业大学教授，工学博士，从事桥梁工程研究

中图分类号: U441
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- 文章访问数: 529
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- 被引次数: 0
出版历程
- 收稿日期: 2022-04-17
- 刊出日期: 2022-10-25

Quasi-static test on H-shaped steel-RC stepped pile-soil interaction of integral bridge

1.
College of Civil Engineering, Zhejiang University of Technology, Hangzhou 310014, Zhejiang, China
2.
College of Civil Engineering, Fuzhou University, Fuzhou 350108, Fujian, China

Funds:

National Natural Science Foundation of China 51778147

More Information

Author Bio:
ZHUANG Yi-zhou(1964-), male, professor, PhD, yizhouzhuang@qq.com

摘要

摘要: 以H型钢-RC阶梯桩模型试验为背景，进行了2根H型钢-RC阶梯桩(HS-RC-0.25、HS-RC-0.50)及1根H型钢桩(HS)的低周往复荷载拟静力试验；在桩顶施加水平位移荷载，埋设应变片与土压力计，采用特殊设计的桩身水平变位测试方法，得到了H型钢-RC阶梯桩桩身破坏特点、沿桩深方向的桩身水平位移与应变、骨架曲线和滞回性能曲线；利用OpenSEES对比分析了桩顶自由与固定条件下阶梯桩桩顶水平变位能力，得到了阶梯桩水平承载力折减系数与转化系数，对比了利用折减系数得到的模型桩水平承载力计算值与试验值。试验结果表明：H型钢桩的桩顶弹性变形为2~25 mm，其水平变形能力强，承载能力好，加载全过程滞回环饱满，耗能效果好；刚度比对阶梯桩的破坏模式无显著影响，阶梯桩的上段钢桩均无明显的屈曲破坏，变截面处混凝土严重剥落且破坏位置相同；随刚度比增大，阶梯桩-土体系屈服位移及屈服荷载均提高，HS-RC-0.25较HS-RC-0.50桩顶屈服位移减小了29.15%，桩身应变突变减小；阶梯桩的滞回环在加载初期因为滑移表现为捏拢状，而在加载后期过渡为饱满的梭形，耗能效果良好，HS-RC-0.50加载全过程的耗能比HS-RC-0.25多25.4%，具有较好的水平变形能力；对比试验值，HS-RC-0.25的计算误差为-9.68%，HS-RC-0.50的计算误差为-2.47%。可见，HS-RC阶梯桩能满足整体桥桩基的水平变形需求，利用折减系数能较好地计算阶梯桩的水平承载力特征值。
- 桥梁工程 /
- 整体桥 /
- H型钢桩 /
- H型钢-RC阶梯桩 /
- 桩与土相互作用 /
- 拟静力试验 /
- 有限元分析
Abstract: On the basis of H-shaped steel-RC stepped pile model tests, the quasi-static tests of 2 H-shaped steel-RC stepped piles (HS-RC-0.25, HS-RC-0.50) and an H-shaped steel (HS) pile under the low cyclic repeated loading were carried out. A horizontal displacement load was applied on the pile top, and the strain and soil pressure gauges were embedded, a specially designed test method for the horizontal displacement of the pile body was adopted, and the failure characteristics of the HS-RC stepped pile, the horizontal displacement and strain of the pile body along the pile depth, skeleton curve, and hysteretic behavior curve were obtained. The horizontal displacement abilities of the stepped pile top under free and fixed conditions were compared and analyzed by OpenSEES. The reduction coefficient and conversion coefficient of the horizontal bearing capacity of the stepped pile were obtained, and the calculated value obtained by the reduction coefficient and test value of horizontal bearing capacity of the model pile were compared. Test results show that the elastic deformation range of the pile top of the HS pile is 2-25 mm, and the pile has strong horizontal deformation ability, positive bearing capacity, full hysteresis loop during the whole loading process, and excellent energy consumption effect. The stiffness ratio has no significant effect on the failure mode of the stepped pile. The upper steel pile of the stepped pile has no apparent buckling failure, and the concrete at the variable section is seriously peeled off with the same failure position. With the increase in the stiffness ratio, the yield displacement and yield load of the stepped pile-soil system increase. Compared with that of HS-RC-0.50, the yield displacement of HS-RC-0.25 decreases by 29.15%, and the strain mutation of the pile body decreases. The hysteresis loop of the stepped pile is pinched at the initial loading stage due to slip and becomes spindle-shaped at the later loading stage. The energy consumption effect is positive, and the energy consumption of HS-RC-0.50 during the whole loading process is 25.4% more than that of HS-RC-0.25, which shows an excellent horizontal deformation ability. Compared with the experimental value, the calculation error of HS-RC-0.25 is -9.68%, while the calculation error of HS-RC-0.50 is -2.47%. The HS-RC stepped pile can meet the horizontal deformation requirements of the integral abutment bridge pile foundation, and the reduction coefficient can be used to better calculate the stepped pile's horizontal bearing capacity characteristic value.
- bridge engineering /
- integral bridge /
- H-shaped steel pile /
- H-shaped steel-RC stepped pile /
- pile-soil interaction /
- quasi-static test /
- finite element analysis

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图 1 试件横截面(单位：mm)

Figure 1. Cross sections of specimens (unit: mm)

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图 2 RC截面配筋(单位：mm)

Figure 2. RC sectional reinforcements (unit: mm)

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图 3 HS-RC桩制作

Figure 3. HS-RC pile fabrication

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图 4 试验土箱

Figure 4. Testing soil box

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图 5 砂土材性试验

Figure 5. Sand material tests

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图 6 水平位移加载历程

Figure 6. Horizontal displacement loading history

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图 7 传感器布置(单位：mm)

Figure 7. Arrangements of sensors (unit: mm)

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图 8 模型桩破坏模式

Figure 8. Failure modes of model piles

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图 9 桩身位移曲线

Figure 9. Displacement curves of pile bodies

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图 10 桩身应变分布曲线

Figure 10. Strain distribution curves of pile bodies

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图 11 桩身应变时间历程

Figure 11. Strain time histories of pile bodies

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图 12 桩身应变比较

Figure 12. Strain comparison of pile bodies

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图 13 桩身弯矩

Figure 13. Bending moments of pile bodies

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图 14 桩侧土压力

Figure 14. Earth pressures of pile sides

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图 15 土压力-桩身位移曲线

Figure 15. Soil pressure-pile body displacement curves

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图 16 滞回曲线

Figure 16. Hysteresis curves

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图 17 模型桩骨架曲线

Figure 17. Skeleton curves of model piles

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图 18 模型桩耗能特性

Figure 18. Energy consumption characteristics of model piles

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图 19 模型桩刚度退化曲线

Figure 19. Stiffness degradation curves of model piles

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图 20 桩与土相互作用模型及纤维截面网格划分

Figure 20. Pile-soil interaction model and fiber section meshing

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图 21 有限元模型验证

Figure 21. Validation of finite element model

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图 22 有限元与试验桩身位移对比

Figure 22. Comparison of finite element and test pile body displacements

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图 23 桩顶承载力

Figure 23. Bearing capacities of pile top

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图 24 承载力归一化处理

Figure 24. Normalization of bearing capacity

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表 1 试件参数

Table 1. Parameters of specimens

编号	材料种类	桩长/m	抗弯刚度/(kN·m²)
HS	Q235	3.5	1 125.49
HS-RC-0.25	Q235/C40	1.4/2.1	576.49/2 052.30
HS-RC-0.50	Q235/C40	1.4/2.1	1 125.49/2 052.30

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表 2 砂土参数

Table 2. Parameters of sand

参数	含水量/%	密度/(g·cm^-3)	内摩擦角/(°)	平均标贯击数	相对密实度/%
取值	4.6	1.90	35	16	53

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表 3 HS-RC阶梯桩尺寸

Table 3. Dimensions of HS-RC stepped piles

刚度比	HS段				RC段
刚度比	腹板高/mm	腹板厚/mm	翼缘厚/mm	翼缘宽/mm	长/mm	宽/mm	配筋率/%
0.1	544	14	28	288	700	500	1.6
0.2				362
0.3				415
0.4				456
0.5				490

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表 4 阶梯桩水平承载力折减系数(桩顶自由)

Table 4. Reduction factors of horizontal bearing capacity of stepped pile (top freedom)

长度比	不同刚度比的折减系数
长度比	0.1	0.2	0.3	0.4	0.5
0.20	0.522	0.675	0.755	0.803	0.834
0.33	0.407	0.553	0.653	0.724	0.777
0.50	0.391	0.522	0.623	0.703	0.760
1.00	0.390	0.519	0.615	0.694	0.760

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表 5 阶梯桩水平承载力转化系数(桩顶固定)

Table 5. Transformation factors of horizontal bearing capacity of stepped piles (top fixed)

长度比	不同刚度比的转化系数
长度比	0.1	0.2	0.3	0.4	0.5
0.20	2.552	2.450	2.463	2.514	2.541
0.33	2.726	2.688	2.664	2.661	2.672
0.50	2.639	2.656	2.644	2.632	2.656
1.00	2.638	2.636	2.636	2.635	2.633
均值	2.639	2.607	2.602	2.611	2.625

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表 6 试件参数

Table 6. Parameters of specimens

编号	混凝土材料种类	截面形式及尺寸/mm	桩长/m
UC-1^[30]	U130/C40	矩形, 140×100矩形, 217×155	1.4/2.1
UC-2^[30]	U130/C40	圆形，直径为100/155	1.4/2.1
UC-3^[30]	U130/C40	H形, 140×120×40×40矩形, 217×155	1.4/2.1
RC-1^[29]	C40	矩形, 217×155	3.5
RC-2^[29]	C40	圆形，直径为155	3.5

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表 7 阶梯桩承载力特征值比较

Table 7. Characteristic value comparison of bearing capacities of stepped piles

试件编号	长度比	刚度比	试验值/kN	计算值/kN	误差/%
HS-RC-0.25	0.48	0.25	4.661	4.210	-9.68
HS-RC-0.50		0.50	5.592	5.454	-2.47
UC-1^[30]		0.22	4.488	3.895	-13.21
UC-2^[30]		0.22	2.377	2.108	-12.76
UC-3^[30]		0.28	4.650	4.170	-10.32

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