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Frontiers of Structural and Civil Engineering

Front Arch Civil Eng Chin    2009, Vol. 3 Issue (2) : 228-233     https://doi.org/10.1007/s11709-009-0019-0
RESEARCH ARTICLE |
Experimental study on pile-end post-grouting piles for super-large bridge pile foundations
Weiming GONG(), Guoliang DAI, Haowen ZHANG
Key Laboratory of Concrete and Prestressed Concrete Structure of Ministry of Education, Southeast University, Nanjing 210096, China
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Abstract

The application of pile-end post-grouting piles for super-large bridge pile foundations in some important projects was introduced in this paper. There are totally 21 test piles. The maximum pile diameter varies from 2.5 m to 3 m, and the maximum length is 125 m; the bearing capacity of the post-grouting piles is over ten thousands tons. Based on the test results, the bearing capacity, displacement, and bearing characteristic before and after grouting were analyzed. The results show that the bearing capacity of the piles are increased in different degrees after grouting although the technical parameters, including the patterns of grouting pipes, pressure, dosages of cement, duration of grouting lasting time, are different. However, the obtained values are very discrete. In addition, the calculation formula for the post-grouting piles under specified grouting condition was deduced based on the statistics analysis results of 57 test piles. The research results have been applied in the design of bridge foundation.

Keywords self-balanced testing technique      pile-end post-grouting      bearing capacity      grouting technology     
Corresponding Authors: GONG Weiming,Email:seugongwm@sina.com   
Issue Date: 05 June 2009
 Cite this article:   
Weiming GONG,Guoliang DAI,Haowen ZHANG. Experimental study on pile-end post-grouting piles for super-large bridge pile foundations[J]. Front Arch Civil Eng Chin, 2009, 3(2): 228-233.
 URL:  
http://journal.hep.com.cn/fsce/EN/10.1007/s11709-009-0019-0
http://journal.hep.com.cn/fsce/EN/Y2009/V3/I2/228
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Weiming GONG
Guoliang DAI
Haowen ZHANG
Fig.1  Relationship of displacement on pile-top and bearing capacity before and after grouting for SZ4.
(a) Before grouting; (b) after grouting
test No.pile No.layerdiameter/mpile length/mgrouting quantity/tultimate capacity/MN
before groutingafter groutingenhanced percentage/%
1S1fine sand1.5843.524.00037.50056
S2silt1.5692.516.00028.00075
S3silt1.569416.00032.000100
N3coarse sand1.876224.40040.90068
2SZ4silt2.512510.359.638100.53869
4NII-1silt1.258.914.03720.80548
NII-2silt1.258.9214.03720.80548
NII-3silt1.563.62.817.62928.34961
NII-4silt1.563.617.62928.34961
Tab.1  Parameters of piles and ultimate capacity before and after grouting for Sutong Yangtze River Bridge
seriespositionestimated capacity/MNspace between load cells and two endings/mdiameter/mlength/mbearing stratum
Fmain navigable spansPM3362×24 (upper)2×24 (lower)46 (upper)2 (lower)2.5110?-1 layer silty sand
Esecondary navigable spans PM2412×30382.5110⑨layer grey silty sand with gravel
Tab.2  Pile testing parameters of Eastsea Bridge
pile No.grouting layergrouting quantity/tmaximum grouting pressure/MPacapacity before grouting/MNcapacity after grouting/MNpercentage/%
PM336silty sand8441>52>26.8
PM241silty sand with gravel6.78305790
Tab.3  Comparison of Eastsea Bridge before and after grouting
Fig.2  Relationship of load and settlement before and after grouting for two piles. (a) PM336; (b) PM241
test No.pile No.diameter/mlength/mbearing stratumgrouting quantity/103Lmaximum grouting pressure/MPacapacity before grouting/MNcapacity after grouting/MNenhanced percentage/%
1A11.580sandy silt2.403.113.60018.70037.5
2SZ21.590clay2.684.042.567
3144-3#1.587clay3.204.015.54731.04399.7
F15-3#2.0100clay7.003.639.504
4D13 23#2.8120clay7.574.067.23372.9098.4
D13 25#2.8120clay6.054.580.721
Tab.4  Parameters of Hangzhou Bay Sea-Crossing Bridge
test No.diameter/cmelevation of pile/mlength/mmaximum pressure /MPagrouting quantity/m3bearing stratumbefore grouting/MNafter grouting/MNenhanced percentage/%
61#test pile250-300-2.00107.857.58.0silty sand with gravel55.260109.93798.9
62#test pile250-300-2.00104.853.78.2silty sand with gravel57.17098.91973.0
PM120#1601.6081.968.03.66silty sand with gravel16.39332.69599.4
PM114#250-320-14.7095.156.08.0silty sand with gravel49.22584.33871.3
Tab.5  Parameters of test piles
soil layerclayey soilsilty sandfine sandmedium sandcoarse sandgravel sandMacadam soil
βs1.3-1.41.5-1.61.5-1.71.6-1.81.5-1.81.6-2.01.5-1.6
βp1.5-1.81.8-2.01.8-2.12.0-2.32.2-2.42.2-2.42.2-2.5
Tab.6  Improvement coefficient of and after grouting
bearing layervalues
clayey soil2.1-2.5
silty sand2.5-3.2
fine sand2.4-2.7
medium sand2.3-2.7
coarse/gravel sand3.1-3.8
macadam2.3-2.8
Tab.7  Empirical coefficient of grout quantity
pile No.bearing layerdiameter/mcalculated grouting quantity/ttest groutingquantity/tbearing capacity/MN
before groutingafter grouting
calculated valuetestvaluetestvaluecalculated valueerrors/%
group F61#pilesilty sand with gravel2.5-3.28.008.0064.00055.260109.937101.972-7.81
group F62#pilesilty clay2.5-3.26.258.2061.97557.17098.91994.489-4.69
PM120#silty sand with gravel1.63.843.6622.71316.39332.69531.098-5.50
PM114#silty sand with gravel2.5-3.08.008.0045.57149.22584.33880.284-5.21
Tab.8  Comparison of test piles
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