Advanced Search
  • 全国中文核心期刊
  • 中国科技核心期刊
  • 美国工程索引（EI）收录期刊
  • Scopus数据库收录期刊
Volume 38 Issue 10
Turn off MathJax
Article Contents
Abstract
References
Related Articles
HAN Dong-dong, XIE Xin-yu, WANG Zhong-jin, ZHENG Ling-wei, HUANG Li. Solution and error evaluation for bearing capacity of rough strip footings[J]. Chinese Journal of Geotechnical Engineering, 2016, 38(10): 1789-1796. DOI: 10.11779/CJGE201610007
Citation: HAN Dong-dong, XIE Xin-yu, WANG Zhong-jin, ZHENG Ling-wei, HUANG Li. Solution and error evaluation for bearing capacity of rough strip footings[J]. Chinese Journal of Geotechnical Engineering, 2016, 38(10): 1789-1796. DOI: 10.11779/CJGE201610007
shu

Solution and error evaluation for bearing capacity of rough strip footings

  • 1. Research Center of Coastal and Urban Geotechnical Engineering, Zhejiang University, Hangzhou 310058, China;
    2. School of Civil Engineering & Architecture, Ningbo Institute of Technology, Zhejiang University, Ningbo 315100, China;
    3. MOE Key Laboratory of Soft Soils and Geoenvironmental Engineering, Zhejiang University, Hangzhou 310058, China

More Information
  • Received Date: October 06, 2015
  • Published Date: October 24, 2016
    Graphical Abstract
    • Abstract
  • The slip-line method is used to calculate the bearing capacity of rough strip footing on ponderable soil. This method takes account of the influence of cohesion c, friction angle φ and unit weight γ of soil in one failure mechanism, and thus avoids assuming the shape of slip surfaces. Moreover, the solution of this method strictly satisfies all the given boundary conditions. The accuracy of the solution is proved by comparing with the published results. The investigations on the influence factors of Nγ show that the bearing capacity factor Nγ of the rough strip footing is related to the surcharge ratio λ besides the friction angle φ. A curve-fitting-based formula is proposed to get the exact Nγ on the basis of the curves between Nγ and λ under different φ. The results from the suggested formula have the maximum errors within ±4%. Finally, the errors between the bearing capacity obtained by the superposition method and the exact solutions are evaluated. The relationship of the error ε and λ under different φ reveals that the superposition results are less than the exact ones with the largest error occurring when λ varies between 0.1 and 1.
    • FullText(HTML)
    • References (18)
  • [1]
    TERZAGHI K. Theoretical soil mechanics[M]. New York: John Willy and Sons, 1943.
    [2]
    CHEN W F. Limit analysis and soil plasticity[M]. New York: Elsevier Scientific Publishing Company, 1975.
    [3]
    MICHALOWSKI R L. An estimate of the influence of soil weight on bearing capacity using limit analysis[J]. Soils and Foundations, 1997, 37(4): 57-64.
    [4]
    SILVESTRI V. A limit equilibrium solution for bearing capacity of strip foundations on sand[J]. Canadian Geotechnical Journal, 2003, 40(2): 351-361.
    [5]
    肖大平, 朱唯一, 陈 环. 滑移线法求解极限承载力问题的一些进展[J]. 岩土工程学报, 1998, 20(4): 25-29. (XIAO Da-ping, ZHU Wei-yi, CHEN Huan. Progress in slip lines method to solve the bearing capacity[J]. Chinese Journal of Geotechnical Engineering, 1998, 20(4): 25-29. (in Chinese))
    [6]
    ZHU D Y, LEE C F, LAW K T. Determination of bearing capacity of shallow foundations without using superposition approximation[J]. Canadian Geotechnical Journal, 2003, 40(2): 450-459.
    [7]
    DAVIS E H, BOOKER J R. The bearing capacity of strip footings from the standpoint of plasticity theory[C]// Proceedings 1st Australia-New Zealand Conference on Geomechanics. Melbourne, 1971: 276-282.
    [8]
    BOLTON M D, LAU C K. Vertical bearing capacity factors for circular and strips on Mohr-Coulomb soil[J]. Canadian Geotechnical Journal, 1993, 30: 1024-1033.
    [9]
    MARTIN C M. New software for rigorous bearing capacity calculations[C]// Proceedings of the British Geotechnical Association International Conference on Foundations. Dundee, 2003: 581-592.
    [10]
    SUN J P, ZHAO Z Y, CHENG Y P. Bearing capacity analysis using the method of characteristics[J]. Acta Mechanica Sinica, 2013, 29(2): 179-188.
    [11]
    SHIELD R T. Plastic potential theory and Prandtl bearing capacity solution[J]. Journal of Applied Mechanics, ASME, 1954, 21(2): 193-194.
    [12]
    PRANDTL L. About the penetrating strength (hardness) of plastic building materials and strength of cut[J]. ZAMM: Journal of Applied Mathematics and Mechanics, 1921, 1(1): 15-20. PRANDTL L. Über die eindringungsfestigkeit (härte) plastischer baustoffe und die festigkeit von schneiden[J]. Zeitschrift fur Angewandte Mathematik und Mechanik, 1921, 1(1): 15-20. (in German)
    [13]
    MARTIN C M. Exact bearing capacity calculations using the method of characteristics[C]// Proceedings of 11th International Association for Computer Methods and Advances in Geomechanics. Turin, 2005: 441-450.
    [14]
    KUMAR J. The variation of N γ with footing roughness using the method of characteristics[J]. International Journal For Numerical And Analytical Methods In Geomechanics, 2009, 33: 275-284.
    [15]
    KUMBHOJKAR A S. Numerical evaluation of Terzaghi's N γ [J]. Journal of Geotechnical Engineering, 1993, 119(3): 598-607.
    [16]
    ZHU D Y, LEE C F, JIANG H D. A numerical study of the bearing capacity factor N γ [J]. Canadian Geotechnical Journal, 2001, 38(5): 1090-1096.
    [17]
    HJIAJ M, LYAMIN A V, SLOAN S W. Numerical limit analysis solutions for the bearing capacity factor N γ [J]. International Journal of Solids and Structures, 2005, 42(5/6): 1681-1704.
    [18]
    DIAZ-SEGURA E G. Assessment of the range of variation of N γ from 60 estimation methods for footings on sand[J]. Canadian Geotechnical Journal, 2013, 50: 793-800.
    • Related Articles

  • Related Articles

    [1]Analysis of ultimate bearing capacity of foundation based on variational limit equilibrium method[J]. Chinese Journal of Geotechnical Engineering. DOI: 10.11779/CJGE20240146
    [2]LI Cheng-chao, GUAN Yun-fei, CAI Zheng-yin, JIANG Peng-ming, HAN Xun. Ultimate bearing capacity of strip footings placed near slopes determined by rigorous slip line field theory[J]. Chinese Journal of Geotechnical Engineering, 2021, 43(8): 1408-1416. DOI: 10.11779/CJGE202108005
    [3]YIN Xin, ZHOU Hai-zuo, ZHENG Gang. Seismic bearing capacity of strip footings adjacent to slopes[J]. Chinese Journal of Geotechnical Engineering, 2017, 39(z2): 95-98. DOI: 10.11779/CJGE2017S2024
    [4]HUANG Mao-song, YU Sheng-bing. Pull-out capacity of strip anchor plate in sand based on block set mechanism[J]. Chinese Journal of Geotechnical Engineering, 2013, 35(2): 201-207.
    [5]PENG Ming-xiang. Slip-line solution to passive earth pressure on retaining walls[J]. Chinese Journal of Geotechnical Engineering, 2011, 33(3): 460.
    [6]QIN Huilai, HUANG Maosong. Upper-bound method for calculating bearing capacity of strip footings on two-layer soils[J]. Chinese Journal of Geotechnical Engineering, 2008, 30(4): 611-616.
    [7]CHEN Wei, WANG Junxing. Plastic lower bound limit analysis using block element method for jointed rock slope[J]. Chinese Journal of Geotechnical Engineering, 2008, 30(2): 272-277.
    [8]HUANG Qiwu, JIA Cangqin. 3D analysis of ultimate bearing capacity by numerical limit analysis[J]. Chinese Journal of Geotechnical Engineering, 2007, 29(12): 1809-1814.
    [9]XU Gancheng, LI Chengxue, LIU Ping. Ultimate bearing capacity of shallow footing on anisotropic and nonhomogeneous clays[J]. Chinese Journal of Geotechnical Engineering, 2007, 29(2): 164-168.
    [10]WANG Hongyu, YANG Min. Lower-bound solution for bearing capacity of strip footings near excavations[J]. Chinese Journal of Geotechnical Engineering, 2006, 28(8): 1044-1048.
    • Supplements (0)

Catalog

    Get Citation
    PDF
    XML
    Article views (431) PDF downloads (269) Cited by()
    Related
    Copyright © 2010 Editorial By Chinese Journal of Geotechnical Engineering 苏ICP备05007122号-11公安联网备案号：32010602011255
    Editorial Office address：34 Hujuguan,Nanjing 210024,ChinaPostal Code：210024Tel：025-85829534，85829556E-mail: ge@nhri.cn

    /

    DownLoad:  Full-Size Img  PowerPoint
    Return
    Return