Field tests on vertical bearing characteristics of large-diameter extra-long steel pipe piles in offshore wind power projects
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摘要: 钢管桩是海上风电工程最主要的基础型式，但针对海上大直径超长钢管桩竖向承载力问题的研究却相对较少。结合广东汕头海上风电工程，进行了海上大直径超长钢管桩竖向承载力特性的现场试验研究，对比了桩底沉降和桩顶沉降随上部荷载的变化特点，分析了桩身侧摩阻力和桩端阻力随上部荷载的变化规律，并依据试验结果对大直径超长钢管桩极限承载力判定方法进行了探讨。试验结果表明：大直径超长钢管桩桩身变形较大，利用桩底沉降随荷载的变化曲线更容易对现场加载量进行控制和调整，也更容易对承载力的极限状态进行判断；大直径超长钢管桩端阻力随桩顶荷载的变化曲线呈“S”形；现行规范中采用Q/Qmax-s/d曲线斜率开始转变为0.2的点所对应的荷载作为极限承载力，将过高的估计大直径超长钢管桩的竖向抗压极限承载力。Abstract: The steel pipe piles are the main foundation type for offshore wind power projects, but there are relatively few researches on the vertical bearing capacity of large-diameter ultra-long steel pipe piles in the sea. The field tests are conducted on the vertical bearing capacity characteristics of the large-diameter ultra-long steel pipe piles based on their application in an offshore wind power project in Shantou City of China. The variation rules of side shaft friction and tip resistance with pile load are analyzed, and the variation characteristics of tip settlement and top settlement of the pipe piles are compared. Additionally, based on the on-site test results, the method for determining the bearing capacity of the large-diameter ultra-long steel pipe piles is explored. The tests results indicate that there is a significant pile deformation. It was easier to control and adjust the on-site loading amount by using the curve of tip settlement versus load, and it is also easier to judge the ultimate state of bearing capacity. The curve of tip resistance versus pile load shows an "S" shape. In the current code, the load corresponding to the point at which the slope of Q/Qmax~s/d curve begins to change to 0.2 is used as the ultimate bearing capacity to overestimate the vertical compressive ultimate bearing capacity of the large-diameter ultra-long steel pipe piles.
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图 4 不同深度桩身变形随桩顶荷载变化曲线
Figure 4. Curves of pile deformation versus load at different depths
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图 6 不同深度桩侧摩阻力随桩顶荷载变化曲线
Figure 6. Curves of side shaft friction versus load at different depths
表 1 各桩型类型、规格及主要参数
Table 1 Types, specifications and main parameters of various piles
桩名 桩型 桩径/mm 设计桩长/m 壁厚/mm 桩基类型 桩数 试桩(中心桩) 钢管桩 Φ2400 113.0 30~50 直桩 1 锚桩(角桩) 钢管桩 Φ2400 104.0 25 直桩 4 基准桩 钢管桩 Φ1500 80.0 20 直桩 2 
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表 2 土层物理力学性质指标
Table 2 Physical and mechanical property indexes of soils
土层 地层标号 层厚/m 含水率/% 重度/(kN·m-3) 孔隙比 压缩模量/MPa 黏聚力/kPa 内摩擦角/(°) 桩侧极限摩阻力标准值/kPa 桩端极限端阻力标准值/kPa 淤泥 ②1 0.6 53.7 2.75 1.554 1.316 5.6 2.3 2 — 粉质黏土 ③1 9.5 34.6 2.72 0.947 4.348 38.7 4.6 47 — 粉质黏土 ③2 18.0 31.0 2.72 0.856 5.645 36.7 8.0 34 — 细砂 ③3 2.0 22.8 2.67 — — 1.0 33.0 31 — 中砂 ③4 4.9 19.3 2.65 — — 0.0 34.5 70 — 砾砂 ④ 10.5 — — — — — — 108 7800 粉质黏土 ⑤2 13.4 28.5 2.72 0.783 7.687 46.7 13.9 68 2200 粗砾砂 ⑤3 1.5 — — — — — — 95 8000 中砂 ⑥1 12.6 18.1 2.65 — — 1.0 36.0 124 8550 细砂 ⑥2 12.3 20.6 2.66 — — 2.0 34.5 92 4590
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表 3 桩侧极限摩阻力测试结果对比
Table 3 Test results of limit friction resistance at pile side
土层 地层标号 层厚/m 桩侧极限摩阻力标准值/kPa 静力触探测试 静载试验 淤泥 ②1 0.6 2 3.7 粉质黏土 ③1 9.5 47 76.5 粉质黏土 ③2 18.0 34 50.1 细砂 ③3 2.0 31 67.3 中砂 ③4 4.9 70 94.7 砾砂 ④ 10.5 108 136.4 粉质黏土 ⑤2 13.4 68 86.4 粗砾砂 ⑤3 1.5 95 119.8 中砂 ⑥1 12.6 124 144.5 细砂 ⑥2 12.3 92 139.9
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