Lateral Load: Deflection Response of an Embedded Caisson in Marine Clay

The authors refer to the laboratory testing carried out on model caisson embedded in marine clay collected from the Chennai coast in India. The response of lateral load–ground level deflection of caissons under static and cyclic lateral loading is presented and discussed for the varied parameters such as caisson embedment depth ratio (L/D), load eccentricity ratio (e/D), and undrained strength (su) of clay. The results showed that as the caisson L/D increases, the lateral load required to cause a specified ground level deflection increases. At a given lateral load, the deflection levels are increased as the load eccentricity ratio increases from 0.5 to 2.0. As L/D increases from 2 to 3, the increase in the ultimate lateral capacity is found to be 1.8 to 2.0 times. Similarly, for the change in L/D from 3 to 4, this increase in capacity is found to be 1.6 to 1.8 times at all the undrained strength values and e/D values tested. From the cyclic load test results, it was noticed that the deflections mobilized at the cyclic load ratio (CLR = 0.6) were so small and these are hardly 1% to 2% of the diameter of the caisson. A marked increase in the ground level deflection up to about 900 cycles was observed and thereafter the deflection almost remained the same.

[1]  Shunichi,et al.  CYCLIC SETTLEMENT AND SLIDING OF CAISSON SEAWALLS , 1999 .

[2]  Mark Randolph,et al.  Combined Lateral and Vertical Loading of Caisson Foundations , 2000 .

[3]  W.C. Teng,et al.  Caisson foundations subjected to lateral forces , 1976, IEEE Transactions on Power Apparatus and Systems.

[4]  Thomas Whitaker Experiments with Model Piles in Groups , 1957 .

[5]  S. N. Rao,et al.  BEHAVIOR OF PILE-SUPPORTED DOLPHINS IN MARINE CLAY UNDER LATERAL LOADING , 1996 .

[6]  Paul W. Mayne,et al.  LABORATORY MODELING OF LATERALLY-LOADED DRILLED SHAFTS IN CLAY. DISCUSSIONS AND CLOSURE , 1995 .

[7]  S. N. Rao,et al.  Pullout behaviour of model pile and helical pile anchors Subjected to lateral cyclic loading , 1994 .

[8]  Masayuki SATO,et al.  SIMPLIFIED METHOD TO EVALUATE CAISSON TYPE QUAY WALL MOVEMENT , 1999 .

[9]  Jianchun Cao,et al.  Geotechnical Design Of Suction Caisson In Clay , 2003 .

[10]  Varun A Simplified Model for Lateral Response of Caisson Foundations , 2006 .

[11]  Harry G. Poulos,et al.  Closure of "Behavior of Laterally Loaded Piles: I-Single Piles" , 1971 .

[12]  A. Bishop,et al.  Measurement of Soil Properties in the Triaxial Test , 1976 .

[13]  Mark Randolph,et al.  Bearing capacity of caisson foundations on normally consolidated clay , 2002 .

[14]  Li Min Zhang,et al.  BEHAVIOR OF LATERALLY LOADED LARGE-SECTION BARRETTES , 2003 .

[15]  B B Broms,et al.  Lateral Resistance of Piles in Cohesive Soils , 1964 .

[16]  Stephen G. Wright,et al.  Lateral Soil Resistance Displacement Relationships for Pile Fundation in Soft clays , 1973 .

[17]  Harry M. Coyle,et al.  Design of Rigid Shafts in Clay for Lateral Load , 1983 .

[18]  G. G. Meyerhof,et al.  Pile capacity for eccentric inclined load in clay , 1984 .

[19]  Kul Bhushan,et al.  Closure of "Lateral Load Tests on Drilled Piers in Stiff Clays" , 1979 .

[20]  Xingxing Zhang,et al.  Finite Element Analysis of a Cofferdam with Bucket Foundations at Zhuanghai Artificial Island , 2010 .

[21]  George Gazetas,et al.  Static and dynamic response of massive caisson foundations with soil and interface nonlinearities—validation and results , 2006 .

[22]  G. G. Meyerhof,et al.  The Bearing Capacity of Rigid Piles Under Inclined Loads in Sand. II: Batter Piles , 1972 .

[24]  Hiroyuki Yamazaki,et al.  CASE HISTORY ON THE PENETRATION OF CAISSON-TYPE FOUNDATIONS INTO SEABED BY USE OF SUCTION FORCE , 1998 .

[25]  Xingxing Zhang,et al.  Finite Element Analysis of a Cofferdam with Bucket Foundations at Zhuanghai Artificial Island~!2009-07-15~!2009-08-17~!2010-02-02~! , 2010 .