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（1 佛山市順德區(qū)碧桂園物業(yè)發(fā)展有限公司， 佛山 528300; 2 東南大學(xué)土木工程學(xué)院， 南京 210096; 3 東南大學(xué)建筑設(shè)計(jì)研究院有限公司， 南京 210096）

［摘要］地下連續(xù)墻作為基坑圍護(hù)結(jié)構(gòu)起到支撐周圍土層及防水的目的，接頭處滲漏監(jiān)測(cè)是檢驗(yàn)嵌巖地下連續(xù)墻防滲質(zhì)量的有效方法。結(jié)合南京地區(qū)采用“Ⅱ”型接頭嵌巖地下連續(xù)墻的基坑實(shí)際工程，用20個(gè)監(jiān)測(cè)孔對(duì)地下連續(xù)墻單元連接位置進(jìn)行滲漏監(jiān)測(cè)，結(jié)合接頭處滲漏情況的現(xiàn)場(chǎng)監(jiān)測(cè)數(shù)據(jù)，重點(diǎn)分析各監(jiān)測(cè)孔的滲漏量大小、滲漏流速隨深度的變化、滲透系數(shù)隨深度的變化，并對(duì)“Ⅱ”型接頭處做過與未做過高壓旋噴鉆孔灌注樁進(jìn)行滲漏對(duì)比分析。監(jiān)測(cè)結(jié)果表明：20個(gè)監(jiān)測(cè)孔滲漏量均較小，其中按頭部位做過高壓旋噴鉆孔灌樁處理的監(jiān)測(cè)孔S4滲漏量最大，在深度8～25m范圍內(nèi)更易發(fā)生滲漏，該深度范圍的滲漏流速及滲透系數(shù)也比其他深度的大，接頭處做過高壓旋噴鉆孔灌注樁處理的監(jiān)測(cè)孔S16～S20在深度35～55m范圍也有上述現(xiàn)象；5個(gè)接頭處未做過高壓旋噴鉆孔灌注樁處理的監(jiān)測(cè)孔沒有出現(xiàn)滲漏異常現(xiàn)象。

［關(guān)鍵詞］滲漏； 嵌巖地下連續(xù)墻； 監(jiān)測(cè)； 接頭

中圖分類號(hào)：TU476-3文獻(xiàn)標(biāo)識(shí)碼：A文章編號(hào)：1002-848X(2017)02-0100-05

Water leakage monitoring analysis of rock-socketed diaphragm walls with “Ⅱ” type joints

Jin Xiaofei1,2, Liang Shuting2, Zhu Xiaojun3, Sun Chongfang2

(1 Foshan Shunde District Country Garden Property Development Co., Ltd., Foshan 528300, China; 2 School of Civil Engineering，Southeast University，Nanjing 210096, China; 3 Architectural Design and Research Institute Co., Ltd., Southeast University, Nanjing 210096, China）

Abstract:Diaphragm walls are often used as the retaining structure of the foundation pit to undertake the lateral earth pressure and to prevent the ground water from flowing into the foundation pit during excavation. Monitoring water leakage at position of diaphragm wall joints is an effective method to examine the leakage prevention quality of rock-socketed diaphragm walls. Combined with the specific foundation pit engineering of rock-socketed diaphragm walls with “Ⅱ” type joints in Nanjing, 20 monitoring holes were set to monitor leakage at the connection position of diaphragm wall panels, and in-situ monitoring data of leakage condition at joint positions were used to focus on analysis of leakage volume of each monitoring hole, variation of leakage flow rate versus depth, and variation of permeability coefficient versus depth. And leakage conditions of two kinds of conditions were compared: one with high pressure jet grouting and bored cast-in-place pile around the “Ⅱ” type joints whereas the other without the pile. Monitoring results show that: the leakage volumes of 20 monitoring holes are all few, and the leakage amount monitoring hole S4 with high pressure jet grouting and bored cast\|in\|place pile around joints is the largest; leakage is more likely to happen at the depth from 8m to 25m, and leakage flow rate and permeability coefficient at the depth from 8m to 25m are larger than that in other depth ranges. In addition, the same phenomena also can be seen in holes of S16～S20  with high pressure jet grouting and bored cast\|in\|place pile around joints at the depth from 35m to 55m; there is no abnormal leakage phenomenon in joints without high pressure jet grouting and bored cast-in-place pile around.

Keywords:water leakage; rock-socketed diaphragm wall; monitoring; joint

*國家自然科學(xué)基金項(xiàng)目（51208181），國家“十二五”科技支撐計(jì)劃項(xiàng)目（2011BAJ10B08），江蘇省“333高層次人才工程”項(xiàng)目（1105000207）。

作者簡介：金曉飛，博士，Email: jxf@seu.edu.cn。