貴州地區(qū)泥（砂）巖層樁端阻力試驗(yàn)研究*
戴國(guó)亮1，2，楊超1，龔維明1，2
- 摘 要
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戴國(guó)亮1，2，楊超1，龔維明1，2(1 東南大學(xué)土木工程學(xué)院， 南京 210096; 2 東南大學(xué)混凝土及預(yù)應(yīng)力混凝土結(jié)構(gòu)教育部重點(diǎn)實(shí)驗(yàn)室， 南京 210096)［摘要］樁端阻力的大小直接與巖石單軸抗壓強(qiáng)度成比例，通常情況下，其計(jì)算方法是完整巖石單軸抗壓強(qiáng)度與承載力系數(shù)的乘積，而承載力系數(shù)的大小與巖石種類、嵌巖深度、巖石質(zhì)量等級(jí)有直接關(guān)系。通過對(duì)貴陽地區(qū)某工程14個(gè)泥（砂）巖端阻載荷試驗(yàn)，分析了巖石種類和風(fēng)化程度對(duì)樁的極限端阻力的影響。結(jié)果表明,泥巖風(fēng)化程度不同，其樁端載荷-位移曲線的初始直線段斜率相差不大；計(jì)算出來的極軟巖（泥巖）承載力系數(shù)遠(yuǎn)大于軟巖（砂巖）。［關(guān)鍵詞］泥巖; 砂巖; 樁端阻力; 承載力系數(shù)中圖分類號(hào)：TU398.7 文獻(xiàn)標(biāo)識(shí)碼：A 文章編號(hào)：1002-848X(2013)19-0095-04Experimental study on pile end resistance in mudstone and sandstone layers in GuizhouDai Guoliang1,2, Yang Chao1, Gong Weiming1,2(1 School of Civil Engineering, Southeast University, Nanjing 210096, China; 2 Key Laboratory of C & PC Structures, Ministry of Education, Southeast University, Nanjing 210096, China)Abstract: The pile end resistance, which is proportional to the uniaxial compressive strength of intact rock, is the product of uniaxial compressive strength of intact rock and the bearing coefficients while the bearing coefficients are related to the rock type, socket depth and rock mass rating. Based on 14 static loading tests in mudstone and sandstone layers in Guiyang, the effects of rock type and weathering degree on pile end ultimate resistance were analyzed. Results indicate the slope of initial line segment of base resistance-displacement curve nearly keep the same for different weathering degree of mudstone. The bearing coefficient of the weaker rock (mudstone) is far larger than that of weak rock (sandstone).Keywords: mudstone; sandstone; pile end resistance; bearing coefficient*國(guó)家自然科學(xué)基金資助項(xiàng)目（50908048），國(guó)家科技支撐計(jì)劃項(xiàng)目（2011BAG07B01）。作者簡(jiǎn)介：戴國(guó)亮，博士，教授，博士生導(dǎo)師，Email:dailg@seu.edu.cn。參考文獻(xiàn)［1］ZHANG L and EINSTEIN H. End bearing capacity of drilled shafts in rock［J］. Journal of Geotechnical and Geoenviromental Engineering, 1998, 124 (7): 574-584.［2］TENG W C. Foundation design［M］. Prentice-Hall Inc., Englewood Cliffs, N. J., 1962.［3］COATES D F. Rock Mechanics Principle［M］. Department of Energy Mines and Resources, Ottawa, Canada,1967: 874-892.［4］PELLS P J. Theoretical and model studies related to the bearing capacity of rock［C］//In Proceedings of Sydney Group of Australian Geomechanics Society. Institute of Engineers, Australia, 1977.［5］ROWE R K, ARMITAGE H H. A design method for drilled piers in soft rock［J］. Canadian Geotechnical Journal, 1987, 24(1):126-142.［6］ARGEMA.Design guides for offshore structures:offshore pile design［M］.Association de Recherche en Geotechnique Marine.Paris,France:Editions Technip,1992.［7］ZHANG L. Prediction of end-bearing capacity of rock-socketed shafts considering rock quality designation (RQD)［J］. Canadian Geotechnical Journal, 2010, 47(10): 1071-1084.［8］SEOL H, JEONG S, KIM Y M. Load transfer analysis of rock-socketed drilled shafts by coupled soil resistance［J］. Computer and Geotechnics, 2009, 36: 446-453.［9］GB 50007—2011建筑地基基礎(chǔ)設(shè)計(jì)規(guī)范［S］. 北京：中國(guó)建筑工業(yè)出版社, 2012.［10］GB 50021—2001巖土工程勘察規(guī)范［S］. 北京：中國(guó)建筑工業(yè)出版社, 2002.
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