黄泛区冷却塔刚性桩复合地基抗液化措施优化研究

李健; 张明晶; 刘晓威; 庄培芝; 朱启银; 崔学仕; 李罡

doi:10.20265/j.cnki.issn.1007-2993.2024-0503

黄泛区冷却塔刚性桩复合地基抗液化措施优化研究

doi: 10.20265/j.cnki.issn.1007-2993.2024-0503

1.
山东省交通规划设计院集团有限公司，山东济南　250101
2.
山东大学齐鲁交通学院，山东济南　250002
3.
中国矿业大学深地工程智能建造与健康运维全国重点实验室，江苏徐州　221116
4.
济南轨道交通集团有限公司，山东济南　250014

基金项目: 济南市科技创新发展计划（社会民生专项）（202131001）；泰山产业领军人才工程专项（tscx202312018）

详细信息

作者简介:
李　健，男，1977年生，硕士，高级工程师，主要从事岩土工程地基处理设计研究。E-mail：343651908@qq.com

通讯作者:
朱启银，男，1986年生，博士，博士生导师，主要从事岩土力学及地下工程等方面的教学与研究。E-mail：qiyin.zhu@cumt.edu.cn

中图分类号: TU435
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出版历程
- 收稿日期: 2024-11-01
- 刊出日期: 2026-02-06

Optimization of anti-liquefaction measures for rigid pile composite foundations of cooling towers in the flooded area of Yellow River

1.
Shandong Provincial Communications Planning and Design Institute Group Co., Ltd., Jinan 250101, Shandong, China
2.
School of Qilu Transportation, Shandong University, Jinan 250002, Shandong, China
3.
State Key Laboratory of Intelligent Construction and Healthy Operation and Maintenance of Deep Underground Engineering, China University of Mining and Technology, Xuzhou 221116, Jiangsu, China
4.
Jinan Railway Transportation Group Co., Ltd., Jinan 250014, Shandong, China

摘要

摘要: 某电厂冷却塔位于黄泛区液化土层，采用刚性桩复合地基，为对其复合地基护桩系统进行优化设计，采用数值分析方法对场地土与刚性桩结构在地震荷载作用下的受力特征和动力响应机制进行研究，探讨不同刚性桩护桩方式对地基抗震性能、变形特性等的影响。结果表明：承台下基桩峰值弯矩出现在最外侧基桩，对应地基底部可液化土层与下部非液化土层交界处；一排、三排和长短组合桩围护时，峰值弯矩分别降低16.7%，31.9%和29.9%；定义基桩峰值弯矩降低百分比与护桩长度比值为护桩效益系数，发现长短桩组合桩型为最具效益桩型，三排护桩工况对应的效益最低；护桩可以降低桩周土整体加速度，改善桩基承台沉降变形，一排护桩、三排护桩和长短桩工况下，沉降分别降低7.75%，24.03%和15.5%。
- 刚性桩 /
- 复合地基 /
- 液化 /
- 地震荷载
Abstract: To investigate the mechanical characteristics and response mechanism of a rigid pile composite foundation with pile reinforcement for cooling towers in liquefiable soil in the flooded area of Yellow River, a numerical analysis was conducted. This study analyzed the dynamic interaction between the site soil and the rigid pile structure under seismic loading, comparing the effects of different pile reinforcement configurations on foundation seismic resistance and deformation characteristics. Results show that peak bending moments occur in the outermost piles, located at the boundary between the liquefiable soil layer and the underlying non-liquefiable soil. For single-row, triple-row, and varying-length pile configurations, the peak bending moments decreased by 16.7%, 31.9%, and 29.9%, respectively. Defining the reinforcement efficiency coefficient as the ratio of peak bending moment reduction to reinforcement pile length, analysis revealed that the varying-length pile configuration has the highest efficiency, while the triple-row pile configuration is the least efficient. Pile reinforcement also reduces overall acceleration around the pile and improves settlement deformation of the pile cap. For single-row, triple-row, and varying-length pile configurations, settlement was reduced by 7.75%, 24.03%, and 15.5%, respectively.
- rigid pile /
- composite foundation /
- liquefaction /
- seismic load

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图 1 冷却塔塔筒基础及地基处理平面布置示意

Figure 1. Schematic plan layout of cooling tower foundation and ground treatment

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图 2 整体模型图

Figure 2. Diagram of the model

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图 3 三维主应力空间中6个平面的交点以及最终的屈服面

Figure 3. Intersection points of six planes in 3D principal stress space and the final yield surface

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图 4 黄泛区粉土模型参数验证

Figure 4. Verification of model parameters for silt in the Yellow River flooded area

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图 5 地震波加速度时程曲线

Figure 5. Acceleration time-history curve of the seismic wave

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图 6 刚性桩布置平面和立面图

Figure 6. Plan and elevation layout of rigid piles

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图 7 粉土液化层7^#桩峰值弯矩图

Figure 7. Peak bending moment of Pile No. 7 in the liquefiable silt layer

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图 8 各工况下1^#—7^#桩峰值弯矩图

Figure 8. Peak bending moments of Piles No. 1–7 under various working conditions

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图 9 粉土液化层不同工况下加速度时程曲线

Figure 9. Acceleration time-history curves of the liquefiable silt layer under different working conditions

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图 10 动载作用下基础承台沉降历时曲线

Figure 10. Vertical displacement of the pile cap

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图 11 各工况下表层土竖向位移

Figure 11. Vertical displacement of surface soil under various working conditions

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表 1 地基土物理力学性质指标

Table 1. Physico-mechanical properties of foundation soil

地层编号	地层	压缩模量 /MPa	黏聚力 /kPa	内摩擦角 /(°)	层厚/m
①	粉土	6.5	6	28.7	4.90～7.60
①₁	黏土	3.1	12	5.5	0.50～3.10
②	黏土	5.4	30	6.9	0.70～5.40
②₁	粉土	7.4	8	32.8	2.50～3.80
③	黏质粉土	12.4	33	12.5	2.70～8.70
③₁	粉土	14.1	10	27.4	1.20～4.45
④	细砂	34.5	0	23.5	12.45～20.80

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表 2 中层土模型参数

Table 2. Model parameters for the middle soil layer

参数	名称及单位	取值方式	粉土	挤密区
$ k\mathrm{_B^{*e}} $	弹性体积模量因子	$ k\mathrm{_G^{e}}=0.7\times k\mathrm{_G^{e}} $	798	857
$ k\mathrm{_G^{*e}} $	弹性剪切模量因子	$ k\mathrm{_G^{*e}}=21.7\times20\times\left(N_1\right)_{60}^{0.333} $	1141	1224
$ k\mathrm{_G^{*p}} $	塑性剪切模量因子	$ k\mathrm{_G^{p}}=k\mathrm{_G^{e}}\times\left(N_1\right)_{60}^2\times0.003+10 $	1143	1876
φ_cv	定容摩擦角/(°)	由实际数据输入	32.8	32.8
φ_p	峰值摩擦角/(°)	$ \varphi_{\mathrm{p}}=\varphi\mathrm{_{cv}}+(N_1)^{60}/10 $	34.7	35.1
c	黏聚力/kPa	由实际数据输入	8	8
σ_t	抗拉强度/kPa	一般情况下为0	0	0
$ （{N}_{1}{）}_{60} $	最大修正SPT值	$ (N_1)_{60}=46\times D\mathrm{_r^2} $	18.2	22.5
R_f	破坏比	$1.1({N_1})_{60}^{ - 0.15}$	0.71	0.69
me	弹性剪切模量应力依赖系数	一般取0.5	0.5	0.5
ne	弹性体积模量应力依赖系数	一般取0.5	0.5	0.5
np	塑性剪切模量应力依赖系数	一般取0.4	0.4	0.4

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表 3 粉土液化层各工况下护桩效益系数

Table 3. Pile protection efficiency coefficients in the liquefiable silt layer under various working conditions

工况	峰值弯矩 /（kN·m）	降低比例 /%	护桩总长 /m	护桩效益系数 /m⁻¹
无护桩	107.23
一排护桩	89.30	16.7	32	0.52
三排护桩	73.01	31.9	96	0.33
长短桩	75.16	29.9	56	0.53

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