Piles subject to excavation-induced soil movement in clay

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1 Piles subject to -induced soil movement in clay Des foundations soumis au mouvement du sol du a l' dans l'argile D.E.L. Ong, C.F. Leung & Y.K. Chow Centre for Soft Ground Engineering, National University of Singapore; engp942@nus.edu.sg KEYWORDS: Soil flow, tension crack, back-analysis, limiting soil pressure. ABSTRACT: Centrifuge model study has been carried out to investigate the pile responses due to -induced soil movement in clay. A numerical model developed at the National University of Singapore is employed to back-analyze the centrifuge test data. The measured and predicted results show fair agreement if the soil strengths measured in-flight are adopted in the analysis. RESUME: Une étude sur des réponses des foundations dû au movement du sol provoqué par l a été menée. Un modèle numerique, developé a NUS, est employé pour analyzer des resultats des essais sur centrifugeuse. Des resultats experimentaux et estimés tombent d accord assez biens lors q on utilise des valeurs de résistance du sol pendant des vols. 1 INTRODUCTION Excavation in soft soil often results in large lateral soil movements which would induce additional bending moments, shear forces and deflections on piles supporting adjacent structures. The knowledge of these additional loads is of great importance to ensure that the structural integrity of the pile foundations can be maintained. Stewart et al. (1994) studied the behaviour of piles subject to moving soil under an embankment while Leung et al. (2) investigated the responses of pile behind an in sand. In the present study, centrifuge tests have been performed to study the effects of wall stability on adjacent pile responses in clay. The measured and predicted pile responses are presented in this paper with particular emphasis on the magnitude of soil limiting pressure on a pile. 2 EXPERIMENTAL SET-UP AND PROCEDURES Figure 1 shows the experimental set-up for the present study. All the centrifuge tests were conducted at g on the National University of Singapore geotechnical centrifuge. Details of the experimental set-up and procedures are described in Ong et al. (23) and only a brief summary is given here. Ten pairs of strain gauges were glued at opposite faces of the model pile at vertical intervals of 2 mm to measure bending moment along the pile shaft. The final width of the square aluminium pile (inclusive of epoxy coating) is 12.6 mm (63 mm in prototype scale). The total length of the pile is 3 mm (1 m) with an embedment depth of 2 mm ( m). The model retaining wall is simulated using a 3-mm (1-mm) thick aluminum plate. The embedment depth of the wall is 16 mm (8 m). The equivalent prototype bending rigidity, EI, of the model pile and wall are approximately 2.2 x 1 knm 2 and 24 x 1 3 knm 2 /m, respectively. Two centrifuge tests have been performed. Tests 1 and 2 represent cases of stable and collapsed wall after, respectively. The wall in Test 1 has a toe embedment of 1. m into the 6-m sand layer which is overlain by clay of 6. m thick. However, in Test 2, the wall is floating in 1. m of clay, without any toe embedment into the underlying sand. The depths for Tests 1 and 2 are 1.2 m and 1.8 m, respectively. For both tests, the single pile is located 3 m behind the wall. It is expected that the floating wall in Test 2 would collapse sometime after.

2 Figure 1. Centrifuge model set-up (all dimensions in mm) The physical properties of the Malaysian kaolin clay and sand used are given in Ong et al. (23). Separate in-flight bar penetrometer tests were performed to quantify the undrained shear strength (c u ) profile of the clay before and during. The results are shown in Figure 2 which reveals that a -m thick overconsolidated crust exists above the normally consolidated clay. 2 Undrained shear strength (kpa) Before (Test 2) 4 6 After (Test 2) After (Test 1) Before (Test 1) 8 1 cu/po' =.29OCR.8 Figure 2. Clay undrained shear strength profiles The density (16. kn/m 3 ) and height of the zinc chloride (ZnCl 2 ) solution were made identical to those of the excavated clay. Soil movement markers were placed on the clay at 2 mm square grids to measure the free field soil movements. Linear variable displacement transducers (LVDT) were installed to measure the ground settlements behind the. The pile head deflection was monitored by two non-contact laser displacement transducers. A high resolution image processing camera was mounted in front of the perspex window of the model container to capture the soil movements at various stages of. The release of ZnCl 2 solution at g depicts the in-flight process. At prototype scale, the simulated rate is about.6 m per day. The ground water level, which is slightly higher than the ground surface, was monitored by placing 2 PPTs

3 (not shown in Figure 1 for clarity) on the ground surface so that corrections of ground water level could be made when analyzing the experimental data. 3 EXPERIMENTAL RESULTS Figure 3 shows the development of bending moment at selected elevations along the pile shaft and pile head deflection as progresses. The pile head deflection refers to the deflection at ground level and is determined from the deflections measured at two elevations along the free-standing portion of the pile Bending moment (knm) Pile head deflection (mm) Depth (m) Depth (m) Bending moment (knm) Test 1 Test 2 Pile head deflection (mm) Excavation depth (m) Figure 3. Development of bending moment with depth For Test 1, both bending moment and deflection are noted to increase non-linearly with depth until the final depth of 1.2 m is reached. In Test 2, similar observation is noted for the first 1.2 m of. However, when the depth exceeds 1.2 m, the pile bending moments are observed to reduce by as much as 23% by the end of. Despite the reduction in pile bending moments after depth of 1.2 m, the pile head deflection for Test 2 is noted to remain relatively stationery. The soil flow (yielded and/or failed clay that moves ahead of the pile) and the tension cracks that occur in the vicinity of the pile could be the major factors for this observation. The ground deformation and corresponding pore water pressure responses are discussed in detail in Ong et al. (23). In this paper, the focus is on the back-analysis of pile responses due by a numerical model. Figure 2 reveals that the undrained shear strength profile at the pile location for Test 1 does not reduce significantly after. However, the undrained shear strength of the clay at 3. m behind the wall for Test 2 shows a distinct drop for the upper m during, coinciding with the depth of soil flow. The free-field lateral soil movements as measured by the beads placed on the soil are shown in Figure 4. These values are used as input in the numerical back-analysis.

4 1 Excavation Test 1 Test 2 depth (m) Lateral soil movement (mm) Figure 4. Measured soil lateral movements for both Tests 1 and 2. 4 NUMERICAL ANALYSIS The numerical method developed by Chow and Yong (1996) is used to back-analyze the responses of a single pile due to -induced soil movement obtained from the centrifuge tests. This numerical method has been used successfully by Leung et al. (2) to back-analyze single pile behaviour in sand. The concept of analysis is based on finite element method where the pile is represented by beam elements and the soil is idealized using the modulus of subgrade reaction. The non-linearity of the soil behaviour can be incorporated to an extent by limiting the soil pressure that can act on the pile. The numerical analysis requires the knowledge of the pile flexural rigidity (EI), the distribution of lateral soil stiffness (K h ) with depth, the limiting soil pressure (p y ) that acts on the pile and the lateral soil movements. This approach is used in the present study to predict the pile responses in clay behind stable and collapsed retaining walls. For clay, the distribution of the lateral soil stiffness with depth, K h is assumed to be related to the Young s modulus of the soil, E s, as follow (Chow and Yong, 1996): K h E s (1) where E s = 2c u is assumed in the present study as the clay is relatively soft. For pile in clay, a simplified distribution of soil resistance or limiting pressure, p y, with a maximum value of 9c u is suggested: p y = 2(1+z/d)c u 9c u (2) where z is depth and d is pile diameter. Eq. 2 is for the case of a pile being displaced due to application of load at the pile head in a non-moving soil. The limiting pressure of 9c u may not be applicable for the present study in which the pile is subjected to lateral soil movement. Figures a and b show that for Test 1, the predicted pile responses are only slightly greater than the measured values. The location of maximum pile bending moment is also well predicted. Since the wall is still stable after, the soil limiting pressure has not been exceeded. Hence, in this particular case, Eq. 2 appears to be valid as the undrained shear strength of the clay at the pile location does not reduce significantly compared to its strength prior to (see Figure 2).

5 1 (a) Excavation depth (m) Bending moment (knm) Deflection (mm) (b) Measured Predicted Figure. Measured and predicted pile (a) bending moment and (b) deflection profile of pile for Test 1. Uncorrected p y = 9c u (a) (b) 1 Excavation depth (m) Measured Predicted Corrected p y = 3c u 1 (c) (d) Bending moment (knm) Deflection (mm) Figure 6. Measured and predicted bending moment and deflection profile of pile for Test 2. For Test 2, when the depth exceeds 1. m, the predicted pile responses are grossly overestimated, as shown in Figures 6a and b. This is because when the clay starts to yield, the limiting soil pressure may have been reached. Eq. 2 may not be applicable under such condition. The yielding and/or failure behaviour of the clay due to is evidently demonstrated by the bar penetrometer test results (Figure 2), where its undrained shear strength has reduced significantly. By

6 performing back-analysis of the centrifuge results, it is found that reasonable predictions of the pile responses are obtained when p y = 3c u (3) where c u are the original values, prior to. Subsequently, by applying Eq. 3, the corrected predicted pile responses are shown in Figures 6c and d, which reveal better agreement with the measured pile responses. CONCLUSIONS The following conclusions can be drawn from the back-analysis of centrifuge test data of pile behaviour due to -induced soil movement in clay: (1) For the case of stable retaining wall, it is not necessary to apply correction to the soil pressure because the limiting values have not been reached. Measured and predicted pile responses generally show fair agreement. (2) For the case of a retaining wall that eventually collapses after, (a) the reduction of pile bending moment during may be caused by the development and occurrence of soil flow and tension cracks around the pile as the soil properties have changed considerably. Further study is necessary to evaluate this postulation; (b) from the back-analysis of centrifuge results, a limiting soil pressure of approximately three times the undrained shear strength of clay (before ) is established in order that the numerical method could better predict the experimental pile responses. 6 REFERENCES Chow, Y. K. and Yong, K. Y. (1996). Analysis of piles subject to lateral soil movements. Journal of The Institution of Engineers, Singapore, Vol. 36, No. 2, pp Ong, D. E. L., Leung, C. F. and Chow, Y. K. (23). Time-dependent pile behaviour due to -induced soil movement in clay. In publication. Proc. 12 th Pan-American Conference on Soil Mechanics and Geotechnical Engineering, Massachusetts Institute of Technology, Boston, U.S.A. Leung, C. F., Chow, Y. K. and Shen, R. F. (2). Behaviour of pile subject to -induced soil movement. Journal of Geotechnical and Geoenvironmental Engineering, ASCE Vol. 126, No. 11, pp Stewart, D. P., Jewell, R. J. and Randolph, M. F. (1994). Design of piled bridge abutments on soft clay for loading from lateral soil movements. Geotechnique, Vol. 44, No. 2, pp

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