Integrated study on stability judgment method for grouting anchor tests
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摘要: 对注浆黏结锚杆各种荷载试验的位移稳定判定方法研究表明：①锚固体与地层界面蠕变遵循蠕变机理，判断锚头位移稳定本质上就是判定界面蠕变是否稳定；②荷载较小时界面发生稳定蠕变，超过临界荷载后发生蠕变破坏，完整破坏过程可分为初始、持续及加速3个阶段，判稳不能采用初始阶段数据、应主要依据持续阶段的蠕变特性；③蠕变破坏形式约2/3锚杆为突变型，1/3为缓变型，对应着3类蠕变曲线形态；④用于判稳的位移阈值不应小于0.1 mm，单元时长不应短于10 min，位移增量不能直接用于判稳；⑤判稳应定性判断蠕变速率总体上在减速，应确定定量指标使速率维持在较低水平从而使位移收敛；⑥主要应依据具有位移与时间双重属性的参数判稳，单元时长位移增量的判稳准确度较高，而蠕变率2.0 mm任何情况下都适用；⑦以蠕变率2.0 mm为内在原则的推荐判稳方法，适用于各种应用场合及各种类型的注浆黏结锚杆，适用于各种荷载试验及快速法等试验加卸载方法。Abstract: The researches on the judgment methods for displacement stability of grouting bonded anchors with various loading tests in cohesive soil layer show that: (1) The interface creep between anchor grout and strata follows the creep mechanism, and the determination of displacement stability of anchor head is to determine whether the interface creep is stable essentially. (2) Stable creep occurs at the interface when the load is relatively small, and creep failure occurs when the load exceeds the critical one. The complete failure process can be divided into three stages: initial, sustained and accelerated. The stability should be determined according to the creep characteristics of the sustained stage rather than the data of the initial stage. (3) About two-thirds of the anchor creep failure forms are abrupt, and the rest are slow, which corresponds to three kinds of creep curve forms. (4) The displacement threshold for stability judgment should not be less than 0.1 mm, the unit period should not be shorter than 10 min, and the displacement increment cannot be directly used for stability judgment. (5) In stability judgment, it should be determined qualitatively that the creep rate is slowing down on the whole, and quantitative indicators should be determined to keep the rate at a low level so as to make the displacement convergent. (6) The stability judgment should mainly be based on the parameters with dual attributes of displacement and time. Its accuracy of the creep variable in the unit period is relatively high, and the creep rate of 2.0 mm is applicable in any case. (7) The creep rate of 2.0 mm as the internal principle of the recommended stability judgment method is suitable for all kinds of applications and various types of bonded anchors, all kinds of loading tests and all kinds of loading and unloading methods such as rapid method.
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图 5 锚杆C18c在1100 kN时前15 min的Δs-t曲线
Figure 5. Δs-t curves of anchor C18c in first 15 min at 1100 kN
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图 8 锚杆C18c按α-P曲线计取抗拔力方法
Figure 8. Method for calculating anchor resistance according to α-P curve of anchor C18c
表 1 锚杆C18c在各级荷载下变形量
Table 1 Displacements under various loads of anchor C18c
P/kN S0/mm Sf/mm Δs5/mm Δs/mm α/mm 300 9.06 9.14 0.06 0.08 0.04 500 17.29 17.31 0.01 0.02 0.02 600 21.18 21.38 0.18 0.20 0.04 700 25.43 25.83 0.34 0.40 0.11 800 31.00 31.86 0.68 0.86 0.38 900 38.76 39.66 0.74 0.90 0.34 1000 48.62 49.86 0.98 1.24 0.55 1100 59.12 61.40 1.88 2.28 0.84 1200 76.22 86.32 2.36 > 10 > 5.29 注：表中S0表示各级荷载初始位移读数，Sf表示该级最终位移读数，Δs5表示该级前5 min的位移增量，Δs表示该级总的位移增量。下同。 
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表 2 锚杆C18c在1100 kN时前15 min的位移
Table 2 Displacements of anchor C18c in first 15 min at 1100 kN
t/min S0/mm Δsn/mm Δs/mm t/min S0/mm Δsn/mm Δs/mm 0 59.12 — — 8 61.16 -0.01 2.04 1 60.39 1.27 1.27 9 61.31 0.15 2.19 2 60.63 0.24 1.51 10 61.31 0 2.19 3 60.85 0.22 1.73 11 61.31 0 2.19 4 60.86 0.01 1.74 12 61.31 0 2.19 5 61.00 0.14 1.88 13 61.40 0.09 2.28 6 61.16 0.16 2.04 14 61.40 0 2.28 7 61.17 0.01 2.05 15 61.40 0 2.28 注：表中Δsn表示单元时长位移增量，即某一时刻位移读数减去与其相邻的前一时刻位移读数。下同。
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表 3 锚杆C12a在720 kN时的位移
Table 3 Displacements of anchor C12a at 720 kN
t/min S/mm Δsn/mm Δs/mm α/mm 0 33.35 — — — 5 34.67 1.32 1.32 — 10 35.42 0.75 2.07 2.49 15 35.72 0.30 2.37 2.20 20 35.88 0.16 2.53 1.28 25 36.04 0.16 2.69 1.44 30 36.14 0.10 2.79 1.40 35 36.30 0.16 2.95 1.58 40 36.34 0.04 2.99 1.46 45 36.44 0.10 3.09 1.51 50 36.54 0.10 3.19 1.57 55 36.58 0.04 3.23 1.52 60 36.64 0.06 3.29 1.53
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表 4 锚杆C18c在1200 kN时的位移
Table 4 Displacements of anchor C18c at 1200 kN
t/min S/mm Δsn/mm Δs/mm α/mm 0 76.22 — — — 5 78.58 2.36 2.36 — 10 79.42 0.84 3.20 2.79 15 80.05 0.63 3.83 2.84 60 82.31 2.26 6.09 3.75 120 84.70 2.39 8.48 5.15
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表 5 锚杆B18a在1000 kN时的位移
Table 5 Displacements of anchor B18a at 1000 kN
T t/h S0/mm Δsn/mm Δs/mm α/mm 10:49 0 54.46 — — — 11:49 1 59.34 4.88 4.88 2.06 12:49 2 61.40 1.06 5.94 3.52 13:49 3 61.04 0.64 6.58 3.69 14:49 4 61.66 0.62 7.20 4.96
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表 6 锚杆B18b在750 kN时的位移
Table 6 Displacements of anchor B18b at 750 kN
t/min S0/mm Δsn/mm Δs/mm α/mm 0 30.39 — — — 5 32.79 2.40 2.40 — 60（1 h） 33.65 0.86 3.26 0.80 300（5 h） 34.66 1.01 4.27 1.44 1080（18 h） 35.46 0.80 5.07 1.44
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表 7 锚杆B18a在1050 kN时的位移
Table 7 Displacements of anchor B18a at 1050 kN
t/min S/mm Δsn/mm Δs/mm α/mm 0 66.92 — — — 5 70.52 3.60 3.60 — 15 min 72.92 2.40 6.00 5.03 60（1 h） 77.04 4.12 10.12 6.84 120（2 h） 79.72 2.68 12.80 8.90 180（3 h） 80.76 1.04 13.84 5.91 240（4 h） 81.80 1.04 14.88 8.32 300（5 h） 82.38 0.58 15.46 5.98 360（6 h） 83.02 0.64 16.10 8.08
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表 8 锚杆A15b在990 kN时的位移
Table 8 Displacements of anchor A15b at 990 kN
t/min S0/mm Δsn/mm Δs/mm α/mm 0 61.74 — — — 5 64.22 2.48 2.48 — 15 65.55 1.33 3.81 2.79 60（1 h） 68.02 2.47 6.28 4.10 120（2 h） 69.42 1.40 7.68 4.65 180（3 h） 70.35 0.93 8.61 5.28 240（4 h） 71.08 0.73 9.34 5.84 300（5 h） 71.66 0.58 9.92 5.98 360（6 h） 72.36 0.70 10.62 8.84
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