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Latin American Journal of Solids and Structures

versão On-line ISSN 1679-7825

Lat. Am. j. solids struct. vol.7 no.2 Rio de Janeiro  2010

http://dx.doi.org/10.1590/S1679-78252010000200001 

Response of vertical pile group subjected to horizontal cyclic load in soft clay

 

 

S. Basack*

Associate Professor of Applied Mechanics, Bengal Engineering & Science University, Howrah-711103 - India

 

 


ABSTRACT

The environment prevalent in ocean necessitates the piles supporting offshore structures to be designed against lateral cyclic loading initiated by wave action. Such quasi-static load reversal induces deterioration in the strength and stiffness of the soil-pile system introducing progressive reduction in the bearing capacity as well as the pile head displacement. To understand the effect of lateral cyclic load on lateral capacity of pile group in soft clay, a series of laboratory experiments were performed on model piles in soft cohesive soil. This paper presents the experimental observations made and the relevant conclusions drawn there from.

Keywords: pile group, cyclic load, clay, frequency, amplitude.


 

 

1 INTRODUCTION

Offshore structures, namely, oil drilling platforms, jetties, tension leg platforms etc. are mostly supported on pile foundations. Apart from the usual super structure load (dead load, live load, etc.), these piles are subjected to continuous lateral cyclic loading resulting from ocean waves. As reported by other researchers, this type of loading induces progressive degradation of the foundation capacity associated with increased pile head displacement. The following are the reasons primarily responsible for such degradation of strength and stiffness of the pile-soil systems : (i) Development of excess pore water pressure generated during cyclic loading in progress. (ii) General accumulation of irrecoverable plastic deformation of soil surrounding the pile surface. (iii) Rearrangement and realignment of soil particles surrounding the pile surface.

The lateral cyclic loading may be under load-controlled mode or displacement-controlled mode. In former case, the load applied at the pile head varies cyclically with time such that the maximum and the minimum values remain constant for all cycles. In the later case, it is the pile head deflection and not the applied load, which varies cyclically with time such that the maximum and the minimum values remain constant for all cycles.

The offshore pile foundations need to be designed considering two criteria: adequate factor of safety against ultimate failure and acceptable deflection at pile head. The aim of this investigation reported herein is to carry out experimental investigation so as to understand the effect of lateral cyclic loading on the performance of pile foundation in soft clay.

 

2 OBJECTIVE

Considerable investigations have already been carried out in the related field of research. Amongst significant contributions, the works of Matlock [6], Reese [16, 17], Poulos [9, 10], Purkayastha & Dey [12], Narasimha Rao et al. [15], Jardine & Chow [5], Dyson [3], Randolph [14] and Goudin & Lehane [4] are worthy of note. While some investigations are theoretical, the others have been experimental (laboratory and/or field) works. From a brief review of these works, it may be concluded that : (i) Under the action of lateral cyclic loading, the ultimate capacity of pile foundation alters. (ii) Such alteration is dependant not only on the soil properties and pile geometry, but also on the cyclic loading parameters, i.e., number of cycles, frequency and amplitude. Moreover, investigations on the behaviour of pile group under lateral cyclic load in soft clay are quite limited.

Hence, the primary objective of the present work reported herein is to carry out experimentations so as to understand the behaviour of pile group under lateral cyclic load in soft cohesive soil. Particularly, observations are made to study how the alteration in ultimate pile capacity is being affected by cyclic loading parameters and pile head conditions. It is hereby mentioned that the alteration in pile capacity, as stated above, has been represented by a non-dimensional term 'Degradation Factor' which is defined as the post-cyclic to pre-cyclic ultimate pile capacities, as per Purkayastha & Dey [12].

 

3 SOIL AND PILE

3.1 Soil

Kaolin powder available from local market was mixed with water and this mixture was used for preparing the bed of soft cohesive soil. The soil was light yellowish in colour. Hydrometer test indicated that it contains 60% clay, 40 % silt and traces of sand. The liquid limit and the plastic limit of the soil were found to be 52% and 30% respectively, with the value of plasticity index as 22%. From standard Proctor compaction test, the maximum dry density of the soil was reported as 15.2 KN/m2 with the optimum moisture content of 28%. The specific gravity of soil particle was obtained as 2.6. In order to prepare the test bed, the kaolin powder is first of all thoroughly and uniformly mixed with water at a moisture content of 45%. This moisture content is near to the liquid limit of the soil and the workability was also observed to be adequate. After mixing, the soil was filled in the test tank in six equal layers manually. Each layer was compacted initially by hand compaction and thereafter by ten blows of a rammer. After the completion of the filling, the top surface was trimmed off by a spatula to obtain a levelled soil surface. A few samples were taken from finished test bed to carry out undrained triaxial compression test. The average value of cu and ϕu were obtained as 5 KN/m2 and 50 respectively. The rammer used for compacting soil was specially manufactured. It consisited of a base platform to be placed on the soil surface. Compaction was acheived by repeated dropping of a weight of 60N from a height of 0.6m on the top of this platform.

3.2 Pile

Experiments were carried out using 2 x 2 pile group, each pile being hollow circular stainless steel bar having 20 mm outer diameter and 600 mm overall length. The depth of embedment was 500 mm (L/d = 20) and the lateral load was imparted at a height of 90 mm above the soil surface. In order to insert the piles easily through the soil medium, the tips of the piles were pointed in shape. The piles were threaded at the top to attach with the pile cap by means of nuts. The piles were attached to a common pile cap which was actually a 16mm thick square steel plate. The c/c distances between the piles in the group was 60 mm. (= 3d).

 

4 EXPERIMENTAL SET UP

Since no standard apparatus for imparting lateral cyclic load on piles is available, a new multipurpose set up was designed and fabricated. A photographic view and the sketch of this apparatus are shown in Fig. 1(a) & (b). The detailed description with operating principle and performance study of this test set up has been published elsewhere [2]. However, some of its important components are described below.

4.1 Test tank

A stainless steel tank was designed and manufactured for preparing the soil bed. The tank consisted of three flanged segments each having 200 mm height and 400 mm internal diameter and 5 mm wall thickness. The. flanges of the segments were provided with holes for bolting purpose. Rubber gaskets were provided between the flanges of the adjacent segments to keep the side of the tank water tight as well as soil tight. Provision had been kept at the bottom of the tank to allow drainage of water from the soil bed, whenever required.

4.2 The loading device

The loading device consisted of two separate units, one is for static loading and the other for cyclic loading, both being parallely connected with a central motor and gear system, such that one unit could be operated at a time. By chain and sprocket arrangement, each unit could be engaged or detached separately with the motor gear system.

4.3 Central motor and gear system

The central motor and gear system consisted of a 2 H.P., 3 Phase reversible, induction type of motor rotates at 920 r.p.m. By means of a 1 : 20 reduction gear box, this speed could be reduced. A PIV Drive (Positive Infinitely Variable Drive), a power transmission system using a slatted chain having input r.p.m. 600 and output r.p.m. minimum 182 and maximum 1272 was used to obtain different speed outputs. To transmit the power from the motor to the reduction gear box a two-step belt and pulley arrangement was used.

4.4 Static loading device

For static loading test, the apparatus was designed in such a manner that the strain controlled loading could be applied at the pile head, where the pile was pushed forward at a constant rate of horizontal displacement. By measuring the applied lateral load and the corresponding horizontal deflection of pile cap, the lateral load-deflection curves were plotted.

To serve this purpose, three shafts were connected in series between the output point of the central motor and gear system by means of bevel gears. The end shaft was threaded throughout its length to provide the forward and back ward motion of the holder. At one end, the end shaft is attached with a bevel gear and the other end with a holder wich was welded on the top of a sliding unit. This sliding uniot was connected to the pile head connector through a load cell.

4.5 Cyclic loading device

The experimental set up was designed in such a manner that the cyclic loading test could be performed under both the displacement controlled and the load controlled modes. The units for the same were connected in parallel between the pile head and the motor gear system such that one unit could be operated at a time. An adjustable differential cam mechanism was attached in parallel with the central motor gear unit to convert the rotation to horizontal sinusoidal translation, which was finally be applied on the pile head. The adjustable cam-shaft was uniquely designed to get different cyclic displacement amplitudes. The load controlled cyclic loading device, on the other hand, was capable of providing a two-way lateral cyclic load about a zero mean value. It consisted of an oscillating arm supported on a single point joint. At the bottom of the arm a semi-circlular pinion was fixed which was attached with a rack. The other end of the rack was connected to the pile head through load cell. A movable weight could slide over the oscillating arm keeping the pin joint as mean. The weight was provided over the oscillating arm by means of a cylindrical stainless steel container in which different weight blocks could be placed The motion from the main shaft to the crank was provided by means of chain and sprocket arrangement.

4.6 Ancilliary equipments

A number of ancilliary equipments were attached with the apparatus, as described below:

(i) Load Cell: To measure the axial load applied on the model pile during static test in progress, a load cell with ±500 kg. capacity was attached between spindle and the pile cap. The load cell is calibrated by applying known load on it and recording the reading of the indicator. The calibration curve is shown in Fig.2. (ii) Dial Gauge: To measure the pile head deflection in the axial direction a dial gauge with 0.01 mm. least count was used. (iii) LVDT: A Linear Variable Differential Transducer having ±30 mm displacement measurement capacity was used. (iv) Digital Indicator: A digital indicator was used to display the Load Cell reading, LVDT reading and specially the Strain gauge reading digitally. (v) Pile Head Connector: To attach loading frame with the pile a detachable mild steel plate was used, which could be rigidly fixed with the pile head by threads. (vi) Pile Driving Unit: To insert the pile into the soil bed a screw-jack type arrangement was fabricated. It could be operated by a driving wheel.

 

 

(vii) Mechanical Counter: To measure the applied number of cycles, a mechanical counter was attached to the main shaft.

 

5 TEST PROCEDURE AND PROGRAM

5.1 Test procedure

The testing were done following a definite sequential procedure as described below:

1. After the preparation of test bed following the procedure mentioned in the preceding section, the pile group was inserted into the bed by slowly rotating the driving wheel of the pile-driving unit. The pile head was then bolted rigidly with the pile head connector.

2. The pile head connector was then connected either with the load controlled unit or with displacement controlled unit depending on the experimental mode.

3. Next, the desired load amplitude in case of load controlled test or displacement amplitude in case of displacement controlled test were set as per the desired amplitude. The frequency was also set to the desired magnitude.

4. The motor was then started. It was stopped after the desired number of cycle was attained.

5. Then the load controlled or the displacement controlled unit was disengaged from the pile head connector and the static loading unit was engaged to the power shaft through the load cell placed in between them.

6. The dial gauge or the linearly variable differential transducer (LVDT) was fixed to the system to measure the horizontal displacement of the pile cap.

7. The machine was started again. The load and the pile head displacements were recorded at regular interval upto about 8 mm lateral deflection of pile cap (about 40% of the pile diameter9)

8. For each test separate soil bed was prepared.

5.2 Test program

The experiments were conducted with the test program presented in Table 1.

 

 

6 RESULTS AND DISCUSSIONS

The load applied on the pile group has been expressed in non-dimensional form by dividing the same by cud2 , where 'cu' is the unit cohesion of the soil and 'd' is the pile diameter. Similarly, the pile head displacement is expressed as a percentage of pile diameter. In case of load controlled mode of cyclic loading, the amplitude has been normalized by ultimate static lateral pile capacity. On the other hand, for displacement controlled mode, the amplitude is normalized by pile diameter.

6.1 Experimental observation

During cyclic loading in progress, a pair of gaps was observed to develop progressively in front and the back of each of the pile on the vicinity of soil surface associated with a pair of soil cracks. Also a heave of soil was developed around the pile. This is illustrated in Fig. 3.

6.2 Effect of scaling

In order to investigate true behaviour of foundation, the most direct way is to conduct field scale experiments. Since it is not always economical or practical, especially for cyclic loading on piles, the alternative is to use smaller scale models. To represent the prototype conditions fully, however, it is necessary to recreate both the in-situ stress gradient and history which is particularly important for piles loaded laterally where much of the load transfer occurs in upper few metres of soil. It is worth mentioning that the ideal instrument for conducting this type of model testing is the geotechnical centrifuge where the package of soil, the model and other equipments are spin about a fixed axis and the radial acceleration so produced is several times the gravitational acceleration 'g'. However, in absence of such facilities in the laboratory, the model tests in the acceleration field of 1g were conducted by many researchers, e.g., Purkayastha & Meyerhof [13], Narasimha Rao et al. [15], Douri & Poulos [1], etc.

The scaling laws for model testing have been covered in details by Schofield [18] and Taylor [19]. It has been observed by Ovesen [8] that the deviation in behavioural pattern of model and prototype foundations is not significant when the ratio does not exceed 1:15. However, for model tests carried out in 1g acceleration field, it is most convenient to normalize the experimental parameters in non-dimensional form so as to avoid the scaling effects. This principle is followed in this paper as well.

6.3 Load deflection curves

The load deflection response of the pile group in the soft clay soil was found to be hyperbolic in nature. The ultimate capacities were estimated by double tangent method. The pre-cyclic load deflection curve is shown in Fig. 4, from which the static lateral capacity of the pile group was evaluated as 400 N. A typical post cyclic load-defection curve is shown in Fig. 5.

 

 

 

 

6.4 Ultimate lateral capacities and degradation factors

As discussed by Poulos [9], degradation factor for ultimate lateral capacity of pile groups may be defined as the ratio of its post cyclic to pre cyclic values. For each of the tests carried out, the degradation factors were calculated. The values of experimental degradation factors of the pile groups in the kaolin bed under displacement control and load control modes of testing are given in Tables 2 & 3 respectively. It should be mentioned at this stage that the theoretical values of the cyclic ultimate lateral capacities were estimated with the help of the following the relation as proposed originally by Purkayastha & Dey [12]:

HUC =HUS ×DF

Where,

HUC : Theoretical cyclic ultimate lateral capacity of the pile group.

HUS: Theoretical static lateral capacity of the pile group, calculated using the standard method suggested by Poulos & Davis [11] and Meyerhof & Adams [7].

DF : Experimental degradation factor.

The above relation has been used to evaluate the theoretical lateral cyclic capacities of pile groups at various no. of cycles, frequencies and amplitudes. The theoretical static lateral ultimate capacity of the pile group was evaluated as 505N against the experimental value of 400 N.

6.5 Variation of ultimate cyclic pile capacities with cyclic loading parameters

The values of ultimate cyclic pile capacities were plotted against the no. of cycles. Fig. 6 shows a typical plot. It was observed that the ultimate cyclic pile capacities non-linearly decreased with no. of cycle with a tendency of asymptotic stabilisation.

 

 

The ultimate cyclic pile capacities were also plotted against frequency. A representative plot is shown in Fig. 7. ultimate cyclic pile capacities were observed to increase with frequency with an asymptotic stabilizing tendency.

 

 

Finally, the ultimate cyclic pile capacities were plotted against amplitudes. A typical plot was depicted in Fig. 8 (a) & (b) for displacement-controlled and load-controlled tests respectively. It was observed that the ultimate cyclic pile capacities decreased with amplitude non-linearly, but no definite pattern of variation could be concluded.

 

7 CONCLUSIONS

From the entire investigation, it has been observed that under the effect of lateral cyclic loading on pile groups in soft clay, the pile capacity deteriorates. This alteration was represented by 'degradation factor', a non-dimensional quantity given by the ratio of post-cyclic to pre-cyclic ultimate lateral pile capacities. Other researchers in the related field of investigation have found that the ultimate cyclic pile capacity and the degradation factors were observed to vary with number of cycles, frequency and amplitude of cyclic loading, but the pattern of variation have not been investigated in details. The attention of present study is focussed to bridge this gap. From experiments, it was observed that the ultimate cyclic pile capacity as well as the degradation factors decreased with no. of cycles and increased with frequency non-linearly having a tendency of asymptotic stabilization. With amplitude, the parameter was found to decrease non-linearly, but no definite pattern of variation could be noted.

Based on the above experimental observations, the author is carrying out further research in this area including theoretical analysis and development of a design methodology for piles in soft clay under lateral cyclic. The outcome is beyond the scope of this paper and will be published elsewhere.

Acknowledgement The author gratefully acknowledges the financial assistance received from University Grants Commission, India in form of a Major Research Project. The work was conducted in the Strength of Materials laboratory, Department of Applied Mechanics, Bengal Engineering & Science University, Howrah, India.

 

References

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[18] A. N. Schofield. Cambridge university geotechnical centrifuge operation: Rankine lecture. Geotechnique, 30(3), 1980.         [ Links ]

[19] R. N. Taylor. Centrifuges in modelling: principles and scaling effects. Geotechnical centrifuge technology, Blackie Academic and professional, 1995.         [ Links ]

 

 

Received 6 May 2009; In revised form 9 Mar 2010

 

 

* Author email: basackdrs@hotmail.com

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