摘要
采用超前全断面预注浆形成帷幕加固的方法对方斗山超长公路隧道F3断层进行了堵水加固。超前预注浆加固孔呈伞状3圈层、梅花形布设，内环、中环、外环注浆孔长度分别为15，20和30m，最终形成帷幕加固圈厚度不小于6．0m。注浆堵水、加固材料采用水玻璃-水泥浆双液浆材，水泥浆水灰比为（0．8～1．0）：1，水泥浆液与水玻璃液体积比为1：（0．8—1．1），注浆压力范围值为2．5～6．5MPa，浆液凝固时间为110～200s，注浆孔直径为91mm，当进浆量小于20L／min时结束注浆。注浆加固顺序为先外后内，同圈孔先下部后上部间隔施工，外圈层孔采取前进式注浆、内圈层孔采取后退式注浆。采用全断面超前预注浆方法处理方斗山特长隧道F3断层带后，经现场监测，在后期的施工过程中未见坍塌、突水、突泥现象，表明采用本加固方案合理可靠，堵水、加固效果好。
Full-face pre-grouting method was adopted to form curtain reinforcement in treating F3 Fault in ultra-long road tunnel located in Fangdou Mountain. The pre-grouting holes were arranged to be three layers of umbrella-shaped and quincunx-shaped rings, with the length of grouting hole being 15 m, 20 m and 30 m, respectively, for the inner, middle and outer rings, resulting in the total thickness of no less than 6.0 m for the final curtain reinforcement ring. The cementsilicate double plasma was used as grouting and reinforcement materials, with water-cement ratio as （0.8- 1.0） ：1, the volume ratio of cement slurry-silicate as 1 ：（0.8 - 1.1 ）. The pre-grouting pressure was within the rang of 2.5 -6.5 MPa, and the settling time for slurry was 110-200 s. The pre-grouting hole was 91 mm in diameter, and the grouting was stopped once the grouting speed was less than 20 L/min. The grouting reinforcement was conducted firstly in the outer ring followed by the inner ring, with the grouting advancing upward on the same ring. For the outer ring, the grouting advanced forward in the outer ring of holes while backward in the inner ring. After F3 fault being treated, no phenomena of collapse, outburst of water and slurry have been observed in the followed construction process, indicating such treatment method being reasonable and reliable with good effect in water shutoff and reinforcement.
出处
《矿冶工程》
CAS
CSCD
北大核心
2013年第5期17-20,共4页
Mining and Metallurgical Engineering
基金
湖南省自然科学基金项目(12JJ6052)
湖南省教育厅资助项目(13C1010)
关键词
全断面帷幕预注浆
帷幕加固
高压水
堵水
full-face curtain pre-grouting
curtain reinforcement
high-pressure water
water shutoff
