针对某地铁盾构隧道机械法施工联络通道施工期间出现的涌砂涌水、管片严重错台，以及在原有小断面联络通道内修复作业困难等难题，提出并实施人工冻结修复施工关键技术。首先，将错台联络通道圆形结构优化为直墙拱顶结构；其次，在已完工联络通道内回填土后设置封堵墙，采用放射状布孔单侧分次冻结的冻结方案；再次，改进钻孔技术，利用高精度测斜仪，结合跟踪补偿钻孔方位角钻孔纠偏技术进行高精度成孔，并采用加密植筋和高强度混凝土浇筑进行盾构管片与人工构筑物修复搭接；最后，对冻结施工全过程的温度及变形位移进行研究分析。结果表明： 1）放射状冻结帷幕外侧冻结壁发展速度约为常规联络通道的0.5倍；内侧发展速度与常规通道相近，且内侧发展速度约为外侧的2倍。2）地表沉降主要集中在冻结区周围，钻孔期间由于提前注浆控制涌砂冒水，导致地表隆起3.7 mm；撤出受困联络通道盾构后，引起地表沉降8 mm。3）在开挖施工和融沉注浆期间，由于联络通道顶部土体加固体的存在、冻结壁的持续发展以及开挖构筑物的影响，使得联络通道顶部变形显著，隆起达15 mm。

During the mechanized construction of a connecting passage in a metro shield tunnel section, severe segment dislocation and sand-water gushing occurred. Rehabilitation work in small-section connecting passages is challenging. To address this, artificial freezing rehabilitation technology is proposed. First, the circular structure of the dislocated connecting passage is optimized into a straight wall crown structure. Second, a sealing wall is installed after backfilling the completed passage, and a freezing scheme using radial holes on one side is adopted. Third, drilling technology is improved using a high-precision inclinometer, and high-accuracy holes are created through azimuthal tracking and compensation. Shield segments and artificial structures are repaired and reinforced with densified planting bars and high-strength concrete pouring. Finally, temperature variations and deformation displacements during the freezing process are analyzed. The results indicate the following: (1) The development speed of the radial freezing curtain at the outer freezing wall is approximately 0.5 times that of a conventional connecting passage, whereas the inner side develops at a rate similar to that of a conventional passage. The inner side′s development speed is approximately twice that of the outer side. (2) Surface settlement is primarily concentrated around the freezing zone. Due to early grouting during drilling for sand and water control, the surface is raised by 3.7 mm; after withdrawing the shield from the jammed connecting passage, the induced surface settlement reaches 8 mm. (3) During the excavation and thaw settlement grouting periods, significant deformation occurs at the top of the connecting passage, with an uplift of 15 mm. This is attributed to reinforced soil above the passage, the continuous development of the freezing wall, and the influence of excavation structures.