Selection and mechanical properties testy of similar brittle rock-like model materials of basalt
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摘要: 工程开挖区特殊断续柱状节理玄武岩赋存环境往往地质条件复杂、地应力水平较高，玄武岩块体单轴抗压强度高、离散性强，失效破坏脆性张拉劈裂特征显著，原生隐裂隙对强度和变形影响明显。以硬脆性玄武岩为研究对象，通过制备5类质量比模型材料试样，基于单轴压缩试验、巴西劈裂试验与声发射测试等技术手段，在相似比原则的基础上，在应力-应变曲线形式、试样破坏方式、压拉比(脆性指标)与物理力学参数等方面比选了可模拟柱状节理玄武岩岩块力学响应的脆性类岩石相似模型材料。研究成果可为断续柱状节理玄武岩物理模型试验开展各向异性力学响应、损伤演化特征与渗流-应力耦合特性等研究提供技术与材料支撑。Abstract: The occurrence environment of special discontinuous columnar jointed basalt in the engineering excavation area often has complex geological conditions and high in-situ stress levels. The basalt block has high uniaxial compressive strength and strong discreteness. Its brittle tensile splitting failure characteristics are obvious. The primary hidden fracture has obvious influences on the strength and deformation of the basalt block. Taking the hard and brittle basalt as the research object, by preparing the model material samples with 5 types of mass ratios, based on the uniaxial compression tests, Brazilian splitting tests and acoustic emission tests and other technical means, and on the principle of similarity ratio, the brittle rock-like model materials that can be used to simulate the mechanical response of columnar jointed basalt blocks are selected in terms of the form of stress-strain curve, failure mode of samples, compression-tensile ratio (brittleness index) and physical and mechanical parameters. The research results can provide technical and material supports for the researches on the physical model test on the anisotropic mechanical response, damage evolution characteristics and seepage-stress coupling characteristics of discontinuous columnar jointed basalt.
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Keywords:
- basalt /
- brittleness index /
- similar material /
- acoustic emission /
- rock burst /
- physical model test
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0. 引言
软土地基处理是新建港口码头、老旧堆场码头改造等工程建设的重点和难点，其对地基变形要求十分严格。若地基处理不当，后期在长时间高强度堆载下极易产生不均匀沉降等灾害，严重影响码头和堆场等工程的正常使用。随着地基处理技术的发展，CFG桩[1-3]和树根桩[4-6]桩网复合地基已成为有效的地基处理方式，并被广泛应用于各工程领域软土地基处理中。
单桩承载特性决定桩网复合地基的承载力特性。众多学者通过室内模型试验、现场试验及数值模拟等方法研究单桩承载力特性。左宏亮等[7]通过现场试验研究了螺杆灌注桩单桩竖向承载力，实测结果比规范计算得到的承载力要大。马天忠等[8]通过室内模型试验研究了黄土地区单桩、4根和8根长短组合桩基础承载性状。郅彬[9]等进行了CFG桩复合地基现场静载荷试验，研究了复合地基承载性状和桩土间相互作用。
1. 工程概况
某码头散货#16堆场地基采用真空联合堆载预压加固，轨道梁基础和靠近南柳河侧岸坡均采用水泥搅拌桩复合地基加固。近期，堆场沿堆场纵向中部发生往南柳河一侧的岸坡推移现象，堆场产生了不同程度的损坏，必须重新进行加固处理，以满足一次性达到承载350 kPa的使用要求。
钻探资料显示，堆场区地基土层自上而下为①2素填土、②1淤泥质黏土、②2粉细砂、③2中粗砂、③4粉质黏土、④1黏土及④2黏土。表 1列出了其主要物理力学性质指标，软土地基不能满足堆场的变形和承载力要求，采用桩网复合地基进行加固，其中典型区采用插筋CFG桩，推移区采用树根桩。
表 1 土的物理性质指标Table 1. Physical properties of soil土层 含水率/% 密度/(g·cm-3) 厚度/m 典型区 推移区 ①2素填土 32.0 1.91 2.5 2.9 ②1淤泥质黏土 50.8 1.72 6.2 9.9 ②2粉细砂 1.85 3.2 ③2中粗砂 1.85 2.0 ③4粉质黏土 31.0 1.92 3.2 5.8 ④1黏土 42.3 1.77 3.2 1.5 ④2黏土 41.6 1.72 典型区CFG桩和推移区树根桩分别进行了3根单桩竖向抗压静载试验，以检验单桩竖向抗压承载力是否满足设计要求。CFG桩桩身强度C30，桩顶插入钢筋笼，插筋长度≥5 m，桩径350 mm，桩长1根15 m、2根17 m。树根桩桩身强度C30，内插φ133 mm、壁厚5 mm的无缝钢管，桩径300 mm，桩长25 m。
试验采用快速荷载法，加载分为10级，每级荷载为预估极限承载力的1/10，其中第一级取分级荷载的2倍，每级荷载施加后按第5，15，30，45，60，75分钟测读桩顶沉降量，某级荷载作用下，试桩桩顶总沉降量超过40 mm时或桩顶沉降量大于前一级荷载作用下沉降量的2倍，终止加载[10]。
2. CFG桩单桩承载性状
图 1给出了CFG桩单桩静荷载试验Q–s曲线，由图 1可知：①荷载–沉降曲线初始阶段，近似为直线，且斜率较小。这阶段侧阻力随沉降的增大而线性增长，端阻力未发挥作用。②荷载–沉降曲线非线性变化阶段，随着荷载的增加，沉降增量也逐渐增大。这阶段侧阻力随沉降增加非线性增长，端阻力也逐渐发挥。③荷载–沉降曲线存在明显拐点，拐点后沉降增量显著增大，这阶段侧阻力和端阻力均已达到极限状态。
图 2给出了CFG桩单桩静荷载试验s–lgt曲线，从图中可以看出，荷载较小时，沉降增量较小，s–lgt曲线较平缓，随着荷载的增加，沉降增量越来越大，s–lgt曲线越来越陡，甚至出现明显向下弯曲。
根据《建筑基桩检测技术规范》[11]建议的单桩竖向受压承载力确定方法，取Q–s曲线发生明显陡降的起点对应的荷载值或取s–lgt曲线尾部明显向下弯曲的前一级荷载值作为单桩的竖向承载力，综合分析图 1，2，3根CFG桩单桩的竖向极限承载力分别800，800，1000 kN，见表 2。
表 2 CFG桩单桩极限承载力Table 2. Ultimate bearing capacities of single CFG pile桩号 桩长/m 极限承载力/kN SZ2-2 15 800 SZ2-3 17 800 SZ2-6 17 1000 3. 树根桩与CFG桩的对比
图 3给出了树根桩单桩静荷载试验Q–s曲线，图 4给出了树根桩单桩静荷载试验s–lgt曲线，树根桩的Q–s曲线和s–lgt曲线的变化规律与CFG桩基本一致。表 3列出了树根桩单桩竖向极限承载力结果，对比表 2，3可以看出，树根桩单桩竖向极限承载力要高于CFG桩。
表 3 树根桩单桩极限承载力Table 3. Ultimate bearing capacities of single root pile桩号 #1桩 #2桩 #3桩 极限承载力/kN 1260 1140 1260 表 4列出了CFG桩和树根桩单桩静荷载试验极限承载力下单桩刚度，从此可以看出，CFG桩的单桩刚度只有19~43 kN/mm，均值为33 kN/mm，树根桩的单桩刚度达63~90 kN/mm，均值为77 kN/mm，树根桩的单桩刚度明显高于CFG桩。
表 4 极限承载力下单桩刚度Table 4. Stiffnesses of piles of under ultimate bearing capacityCFG桩 树根桩 桩号 沉降/mm 刚度/(kN·mm-1) 桩号 沉降/mm 刚度/(kN·mm-1) SZ2-2 18.49 43.27 #1桩 19.97 63.09 SZ2-3 42.56 18.80 #2桩 14.43 79.00 SZ2-6 26.27 38.07 #3桩 13.96 90.26 表 5列出了CFG桩和树根桩单桩静荷载试验最大荷载下桩顶沉降，由此可知，CFG桩的最大荷载只有1100 kN，最大沉降却高达200 mm，树根桩的最大荷载达1900 kN，最大沉降却只有92 mm，树根桩的最大沉降明显小于CFG桩。树根桩的最大回弹率为20%。
表 5 最大试验荷载下桩顶沉降Table 5. Settlements at pile top under maximum test loadsCFG桩 树根桩 桩号 最大荷载/kN 最大沉降/mm 桩号 最大荷载/kN 最大沉降/mm 最大回弹/mm 残余沉降/mm 回弹率/% SZ2-2 1000 87.74 #1桩 1800 85.00 17.24 67.76 20.28 SZ2-3 1000 221.18 #2桩 1900 92.00 11.00 81.00 11.96 SZ2-6 1100 185.14 #3桩 1800 41.61 6.17 35.31 15.14 4. 结论
（1）CFG桩和树根桩单桩静荷载试验Q–s曲线存在明显拐点。随着荷载的增加，拐点前沉降增量缓慢增大，拐点后沉降增量显著增大。树根桩单桩竖向极限承载力要高于CFG桩。
（2）荷载较小时，CFG桩和树根桩单桩静荷载试验s–lgt曲线较平缓，随着荷载的增加，s–lgt曲线越来越陡，甚至出现明显向下弯曲。
（3）极限承载力下CFG桩的单桩刚度为19~43 kN/mm，树根桩为63~90 kN/mm，树根桩明显高于CFG桩。
（4）CFG桩试验的最大荷载只有1100 kN，桩顶最大沉降却高达200 mm，树根桩的最大荷载达1900 kN，最大沉降却只有92 mm，明显小于CFG桩。
致谢: 感谢国家留学基金委公派出国联合培养博士生项目，由衷鸣谢澳大利亚纽卡斯尔大学卓越岩土工程中心Olivier Buzzi教授与ED Building试验室全体工作人员。 -
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图 1 坝址区柱状节理玄武岩块体典型破坏特征
Figure 1. Typical failure characteristics of columnar jointed basalt blocks in dam site area
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图 2 相似模型材料比选试验加载装置及测试试样
Figure 2. Test loading apparatus and prepared samples for selection of similar model materials
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图 3 不同配比试样单轴压缩试验轴向应力-应变曲线
Figure 3. Axial stress-strain curves of samples with different quality ratios from uniaxial compression tests
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图 5 不同配比试样巴西劈裂试验抗拉强度-应变曲线
Figure 5. Tensile strength-strain curves of samples with different quality ratios from Brazil splitting tests
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图 6 不同配比试样巴西劈裂试验典型破坏模式
Figure 6. Typical failure characteristics of samples with different quality ratios from Brazil splitting tests
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图 7 R1配比试样单轴压缩、巴西劈裂试验声发射特征曲线
Figure 7. Acoustic emission characteristic curves of samples with R1 quality ratio from uniaxial compression tests and Brazil splitting tests
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图 8 相似模型材料Hoek三轴剪切试验结果
Figure 8. Hoek triaxial test results of similar model materials
表 1 典型柱状节理玄武岩块体力学参数统计表
Table 1 Statistical table of mechanical parameters of typical columnar jointed basalt blocks
文献来源 岩石描述 密度 UCS 抗拉强度 变形模量 弹性模量 泊松比 黏聚力 摩擦角 ρ/(g·cm-3) σc/MPa σt/MPa Ed/GPa E/GPa ν c/MPa ϕ/(°) 胡伟等[10] 含隐裂隙玄武岩 — 55.9-194
(106)— 17.5~38.6
(29.1)30~55.7
(42.9)0.006~0.263 — — 石安池等[14]、
Wei等[15]自然状态参数 2.85~2.94
(2.90)47.7~255
(114)2.51~10.1
(6.01)47~83.4
(65.1)50.9~86.6
(68.3)0.17~0.26
(0.23)10.2~15
(12.3)— 江权等[16]、
Jiang等[17]平行于柱轴方向 2.70 117.6 — — 42.1 0.29 — — 垂直于柱轴方向 2.70 179.5 — — 38.2 0.25 — — Ji等[18] 镶嵌块状结构 2.80 135.2 6.10 — 56.8 0.22 12.4 54.40 镶嵌破碎结构 2.73 76.2 4.30 — 43.0 0.23 8.6 50.30 Jin等[19-20] 考虑隐晶质裂纹 — — 1.25 — 32.3 0.21 1.3 40 Jin等[21] 第一类CJB 2.83~2.93 47.7~255 2.51~10.1 30~86.6 — 0.17~0.26 10~13 45~50 注：“()”内为均值；“—”表示无该值或该值缺项；CJB为柱状节理玄武岩(Columnar Jointed Basalt)的简称；UCS为单轴抗压强度(uniaxial compression strength)简称。 
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表 2 模型材料配比方案表
Table 2 Proportion schemes of model materials
编号 质量比 试样尺寸/mm 高径比 数量 R1 1︰0.5︰0.4︰0.002 Φ53.5×h107.0 2 3 R2 1︰1︰0.4︰0.002 Φ53.5×h107.0 2 3 R3 1︰2︰0.5︰0.002 Φ53.5×h107.0 2 3 R4 1︰3︰0.6︰0.002 Φ53.5×h107.0 2 3 R5 1︰4︰0.8︰0.002 Φ53.5×h107.0 2 3 注：试样尺寸为单轴压缩试验的试样尺寸，R1-R5配比巴西劈裂试验试样尺寸为Φ53.5 mm×h27.0 mm。
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表 3 不同配比试样测试结果统计表
Table 3 Statistical table of test results for samples with different quality ratios
配比编号 UCS σc比值 抗拉强度 σt比值 模量 E比值 压拉比 σc/MPa CJB/Ri σt/MPa CJB/Ri E/GPa CJB/Ri σc/σt R1 70.40 1.74 4.43 1.50 13.86 1.65 15.89 R2 42.11 2.91 3.92 1.70 7.73 2.97 10.74 R3 56.54 2.17 4.97 1.34 11.64 1.97 11.38 R4 30.54 4.01 3.53 1.89 7.17 3.20 8.65 R5 17.75 6.90 3.23 2.06 5.55 4.13 5.50 CJB[29-30] 122.41 — 6.66 — 22.93 — 18.39 注：模量E值取变形模量Et50。
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