Study on Liquefaction and Excess Pore Pressure Development Characteristics of Fiber-Reinforced Calcareous Sand
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摘要:
钙质砂地基液化是造成其上修建的防波堤、码头及机场跑道等关键基础设施地震损毁的主要原因.作为一种环境友好型土工材料，纤维加筋技术可显著提高钙质砂抗液化能力，在南海岛礁工程建设中展现出良好的应用前景.开展了一系列不排水循环单剪试验，研究纤维掺量Fc和循环应力比CSR对加筋钙质砂超静孔压、变形特性及抗液化强度的影响.在此基础上，提出了适用于纤维加筋钙质砂的新型超静孔压发展预测模型.研究表明：纤维掺量Fc的增加可明显减小钙质砂超静孔压和剪应变发展速率，提高其抗液化强度；随着CSR的增加，加筋效果逐渐减弱.纤维加筋可改变钙质砂在液化过程中的变形模式，有效抑制变形急剧增大现象的出现.此外，纤维加筋钙质砂超静孔压发展模式与硅质砂存在较大差异，相同循环振次比下钙质砂超静孔压累积速率更快，传统Seed模型难以准确刻画其超静孔压发展模式的变化特征.随着CSR的增加，其超静孔压发展模式由S型逐渐转变为双曲线型，而随着Fc的增加，发展模式则呈现相反的演变趋势.研究成果可为纤维加筋土技术在岛礁区基础设施抗液化处理中的应用提供重要的理论依据.
Abstract:Liquefaction of calcareous sand foundations is a major cause of seismic damage to critical infrastructure,including breakwaters,wharves,and airport runways. Fiber reinforcement,an environmentally friendly geotechnical materials,can effectively improve the liquefaction resistance of calcareous sand and exhibits great promise for island and reef engineering in the South China Sea. In this study,a series of undrained cyclic simple shear tests were conducted to examine the effects of fiber content (Fc) and cyclic stress ratio (CSR) on excess pore pressure,deformation,and liquefaction resistance of fiber-reinforced calcareous sand. A new prediction model for excess pore pressure development of fiber-reinforced calcareous sand was proposed based on the test results. The findings show that increasing Fc significantly reduces the accumulation rates of excess pore pressure and shear strain,thereby enhancing liquefaction resistance,whereas the reinforcement effect weakens as CSR rises. Fiber reinforcement also alters the deformation pattern of calcareous sand during liquefaction and effectively inhibits the occurrence of sharp increase in deformation. Furthermore,the excess pore pressure development in fiber-reinforced calcareous sand differs significantly from that in siliceous sand,and it presents a faster excess pore pressure accumulation rate under the same cyclic ratio,resulting in the traditional Seed model inadequate for accurately capturing its evolution. With increasing CSR,excess pore pressure development pattern shifts from S-shaped to hyperbolic,while higher Fc induces the opposite trend. These results provide important theoretical support for applying fiber reinforcement to liquefaction mitigation in island and reef infrastructures.
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图 2 典型钙质砂颗粒电镜扫描图及级配曲线
a. 电镜扫描图；b. 级配曲线
Fig. 2. Scanning electron micrograph images of representative calcareous sand particles and grain size distribution curve
图 3 超静孔压与循环振次关系曲线
a.CSR=0.08；b.CSR=0.12
Fig. 3. Relationship curves of excess pore pressure and number of cycles
图 4 循环剪应变与循环振次关系曲线
a.CSR=0.08；b.CSR=0.12
Fig. 4. Relationship curves of cyclic shear strain and number of cycles
图 5 循环剪应力与剪应变变滞回关系曲线
Fig. 5. Hysteresis relationship curves of cyclic shear stress and cyclic shear strain
图 6 纤维加筋钙质砂抗液化强度曲线
Fig. 6. Liquefaction resistance of fiber-reinforced calcareous sand
图 7 参数A-Fc关系曲线(a)；CSR试验值与预测值对比(b)
Fig. 7. Relationship curves of parameter A-Fc (a); comparison between test values of CSR and predicted values (b)
图 9 孔压比-循环振次比关系曲线(a); 3种典型孔压比发展模式(b)
Fig. 9. Relationship curves of pore pressure ratio-number of cycle ratio (a); three typical pore pressure ratio development models (b)
图 10 孔压比-循环振次比关系曲线
a. Fc=0%；b. Fc=0.25%；c. Fc=0.75%；d. Fc=1%
Fig. 10. Relationship curves of pore pressure ratio-number of cycle ratio
图 11 实测孔压比-循环振次比关系与Seed模型预测趋势对比
a.CSR=0.07；b.CSR=0.08；c.CSR=0.10；d.CSR=0.12
Fig. 11. Comparison of the relationship between measured pore pressure ratio-number of cycle ratio with the Seed model prediction trend
图 12 试验数据与不同模型预测趋势对比
a. Fc=0%；b. Fc=0.25%
Fig. 12. Comparison of test data with predicted trends by different models
图 13 可决系数-纤维掺量关系曲线
Fig. 13. Relationship curves of determination coefficient-fiber content
图 14 模型参数-循环应力比关系曲线
a. 参数α；b. 参数β
Fig. 14. Relationship curves of model parameters-CSR
图 15 建立模型的预测趋势与既有研究试验数据对比
a.南沙珊瑚砂；b.MICP固化钙质砂
Fig. 15. Comparison of predictive trends using established model with the test data from existing research
表 1 不排水循环单剪试验工况
Table 1. Undrained cyclic simple shear test conditions
编号 纤维掺量Fc（%） 相对密实度Dr (%) 循环应力比CSR #1 0 50 0.07、0.08、0.10、0.12 #2 0.25 0.07、0.08、0.10、0.12 #3 0.50 0.07、0.08、0.10、0.12 #4 0.75 0.07、0.08、0.10、0.12 #5 1 0.07、0.08、0.10、0.12 
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