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水泥固化剂提高风积沙承载性能试验

盛明强 邹淳 乾增珍 鲁先龙

盛明强, 邹淳, 乾增珍, 鲁先龙. 水泥固化剂提高风积沙承载性能试验[J]. 地质科技通报, 2022, 41(2): 147-153. doi: 10.19509/j.cnki.dzkq.2021.0259
引用本文: 盛明强, 邹淳, 乾增珍, 鲁先龙. 水泥固化剂提高风积沙承载性能试验[J]. 地质科技通报, 2022, 41(2): 147-153. doi: 10.19509/j.cnki.dzkq.2021.0259
Sheng Mingqiang, Zou Chun, Qian Zengzhen, Lu Xianlong. Experiments on the bearing capacity of aeolian sand stabilized by cement stabilizers[J]. Bulletin of Geological Science and Technology, 2022, 41(2): 147-153. doi: 10.19509/j.cnki.dzkq.2021.0259
Citation: Sheng Mingqiang, Zou Chun, Qian Zengzhen, Lu Xianlong. Experiments on the bearing capacity of aeolian sand stabilized by cement stabilizers[J]. Bulletin of Geological Science and Technology, 2022, 41(2): 147-153. doi: 10.19509/j.cnki.dzkq.2021.0259

水泥固化剂提高风积沙承载性能试验

doi: 10.19509/j.cnki.dzkq.2021.0259
基金项目: 

国家自然科学基金项目 52069013

国家自然科学基金项目 52169027

国家电网公司科技项目 GC17201100065

详细信息
    作者简介:

    盛明强(1975—),男,讲师,主要从事地基基础及防灾减灾方面研究工作。E-mail: mqsheng@ncu.edu.cn

    通讯作者:

    鲁先龙(1972—),男,正高级工程师,主要从事输电线塔基础工程研究工作。E-mail: luxianlong@163.com

  • 中图分类号: TU43

Experiments on the bearing capacity of aeolian sand stabilized by cement stabilizers

  • 摘要: 沙漠风积沙稳定性差, 采用水泥作为固化剂进行风积沙固化, 是改善风积沙性质和实现风积沙资源化利用的有效手段。以取自内蒙古库布齐沙漠的风积沙为材料, 制备3%含水量的重塑风积沙, 掺入水泥固化剂并充分拌匀而形成固化风积沙, 开展水泥固化风积沙的抗剪、抗压和抗拔承载性能试验。结果表明, 水泥掺量对固化风积沙黏聚强度的提高程度要大于内摩擦角。含水量3%的风积沙掺入6%的水泥经28 d常温养护的固化风积沙无侧限抗压强度平均值为0.156 MPa。固化风积沙扩展基础抗拔荷载-位移曲线呈现初始弹性段至峰值荷载以及峰值荷载后破坏的两阶段脆性破坏特征。水泥固化提高风积沙抗拔承载性能效果显著, 且与基础底板尺寸、抗拔埋深及基础深宽比等因素有关。

     

  • 图 1  试验风积沙颗粒级配曲线

    Figure 1.  Particle size distribution curve of the aeolian sand

    图 2  风积沙及不同水泥掺量下固化风积沙直剪试验结果

    Figure 2.  Direct shear test results of aeolian sand and cement-stabilized aeolian sand with different cement percentages

    图 3  水泥固化风积沙无侧限抗压强度试验试件破坏情况

    Figure 3.  Damage of unconfined compressive tests of cement-stabilized aeolian sand

    图 4  水泥固化风积沙无侧限抗压强度试验结果

    Figure 4.  Distribution of unconfined compressive strength (UCS) for aeolian sand

    图 5  上拔试验装置与加载系统

    Figure 5.  Uplift experiment device and loading system

    图 6  试验基础抗拔荷载-位移曲线

    Figure 6.  Curve of basic uplift load-displacement

    图 7  抗拔基础极限承载随深宽比变化规律

    Figure 7.  Relationship between ultimate uplift resistance and ratio of embedment depth to width for all the tests

    图 8  抗拔破坏时地表裂缝形态与分布

    Figure 8.  Crack form and distribution of the ground surface at failure

    图 9  试验基础抗拔因子随深宽比变化规律

    Figure 9.  Variation laws of factors of basic uplift resistance with depth to width for all the tests

    表  1  风积沙和固化风积沙抗拔性能试验概况与结果

    Table  1.   Overview and results of uplift load test for model spread foundations embedded in aeolian sand and cement-stabilized aeolian sand

    回填料 D/m ht/m ht/D Tu/kN su/mm λu
    风积沙 0.30 0.30 1.00 2.58 1.03 6.59
    0.30 0.60 2.00 7.09 1.57 9.05
    0.30 0.90 3.00 12.40 8.45 10.56
    0.30 1.20 4.00 20.50 12.81 13.09
    0.30 1.50 5.00 29.20 19.84 14.92
    0.60 0.30 0.50 5.52 0.70 3.52
    0.60 0.60 1.00 11.97 1.90 3.82
    0.60 0.90 1.50 18.90 5.77 4.02
    0.60 1.20 2.00 29.50 10.73 4.71
    0.60 1.50 2.50 45.00 13.71 5.75
    0.90 0.60 0.67 21.60 1.40 3.07
    0.90 0.90 1.00 32.40 7.13 3.07
    0.90 1.20 1.33 47.80 7.62 3.39
    0.90 1.50 1.67 67.00 8.58 3.80
    固化风积沙 0.10 0.15 1.50 8.44 1.58 380.18
    0.10 0.25 2.50 10.86 2.13 293.51
    0.10 0.35 3.50 12.10 0.14 233.59
    0.20 0.30 1.50 22.18 1.44 124.89
    0.20 0.50 2.50 25.60 1.10 86.49
    0.20 0.70 3.50 27.64 6.53 66.70
    0.30 0.45 1.50 20.15 4.04 33.62
    0.30 0.75 2.50 39.47 1.64 39.51
    0.30 1.05 3.50 44.60 1.67 31.89
    注:D.基础底板边长;ht.抗拔埋深;ht/D.深宽比;Tu.抗拔基础的极限承载力;su.与Tu对应的位移;λu.抗拔因子
    下载: 导出CSV
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