15000kN·m能级强夯置换处理软弱地基效果分析
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摘要
依托广西钦州港区某地基处理工程,基于夯前夯后多道瞬态面波测试和夯后动力触探试验、置换墩着底检测及静载荷试验,对15000kN·m能级强夯置换法处理软弱地基效果进行了检测。检测结果表明:强夯置换后,地基承载力明显提高,复合地基承载力大于200kPa,压缩模量大于20MPa;15000kN·m能级强夯置换有效加固深度7.0~10.0m,平均有效加固深度9.0m左右;强夯置换后,置换墩体与墩间土间、强夯置换区与周边的强夯区间均存在明显的不均匀性,设计时应充分考虑到强夯置换后地基土的不均匀性。
Depending on the one foundation treatment engineering in Qinzhou port,we detected the treatment effect of 15000 k N·m energy-level dynamic compaction replacement method on soft foundation based on some tests.The tests are multi-channel transient surface wave test before and after dynamic replacement,dynamic penetration test and bottom condition of replacement piers and static load test after dynamic replacement.Some conclusions have been drawn.Firstly,the bearing capacity of foundation was improved after dynamic replacement.The bearing capacity was larger than 200 k Pa with compression modulus larger than 20 MPa.Secondly,the effective reinforcement depth of 15 000 k N·m energy-level dynamic replacement was about 7. 0 m to 10. 0 m and average effective reinforcement depth was about 9. 0 m.Finally,after dynamic replacement,there existed non-uniformity between replacement piers and soil among piers. And there existed non- uniformity between dynamic replacement zone and surrounding compaction zone. Therefore,non-uniformity of foundation soil after dynamic replacement should be fully considered during building design.
Depending on the one foundation treatment engineering in Qinzhou port,we detected the treatment effect of 15000 k N·m energy-level dynamic compaction replacement method on soft foundation based on some tests.The tests are multi-channel transient surface wave test before and after dynamic replacement,dynamic penetration test and bottom condition of replacement piers and static load test after dynamic replacement.Some conclusions have been drawn.Firstly,the bearing capacity of foundation was improved after dynamic replacement.The bearing capacity was larger than 200 k Pa with compression modulus larger than 20 MPa.Secondly,the effective reinforcement depth of 15 000 k N·m energy-level dynamic replacement was about 7. 0 m to 10. 0 m and average effective reinforcement depth was about 9. 0 m.Finally,after dynamic replacement,there existed non-uniformity between replacement piers and soil among piers. And there existed non- uniformity between dynamic replacement zone and surrounding compaction zone. Therefore,non-uniformity of foundation soil after dynamic replacement should be fully considered during building design.
引文
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[2]王宏祥,闫澍旺,冯守中.强夯置换墩法处理公路软基的机制研究[J].岩土力学,2009,30(12):3 753-3 758.
[3]白冰,徐华轩,刘海波,等.强夯置换法处理松软土地基若干问题研究[J].岩石力学与工程学报,2010,29(S1):3 001-3 006.
[4]张彧,房建宏,刘建坤,等.强夯置换复合地基加固盐渍土效果的试验研究[J].岩土工程学报,2011,33(S1):258-261.
[5]水伟厚.对强夯置换概念的探讨和置换墩长度的实测研究[J].岩土力学,2011,32(S2):502-506.
[6]郑凌逶,周风华,谢新宇.强夯置换中碎石运动机制和成墩过程的数值模拟[J].岩土工程学报,2013,35(11):2 068-2 075.
[7]郑凌逶,周风华.强夯置换软土中碎石墩形成过程的试验研究[J].岩土力学,2014,35(1):90-97.
[8]刘红军,吴腾,马江,等.基于孔压监测的强夯置换和砂井-强夯处理饱和软土地基试验研究[J].中国海洋大学学报:自然科学版,2015,45(2):109-114.
[9]张成光.抛石挤淤及强夯置换在软基处理中的应用[J].水运工程,2015(2):165-169.
[10]谢仁追.强夯置换法应用关键技术[J].水运工程,2009(5):128-132.