Piles In Clay Research Articles

Effect of pile driving on adjacent piles in clay: Reply

Effect of pile driving on adjacent piles in clay: Reply

Effect of pile driving on adjacent piles in clay: Discussion

Effect of pile driving on adjacent piles in clay: Discussion

Influence of loading rate on the capacity of a model pile in clay: R. G. Horvath, Canadian Geotechnical Journal, 32(2), 1995, pp 364–368

Influence of loading rate on the capacity of a model pile in clay: R. G. Horvath, Canadian Geotechnical Journal, 32(2), 1995, pp 364–368

Use of the piezocone test to predict the axial capacity of driven and jacked piles in clay

Results of 43 load tests on driven and jacked piles performed at eight calyey sites have been back-analysed using piezocone test data. A method to evaluate the axial capacity of piles has been proposed in which the pile unit skin friction and the unit end bearing resistance are computed from the net corrected cone resistance, qnet. Correlation factors between piezocone and pile load tests were back-calculated using this approach. As most of the pile tests performed were tension tests, special emphasis was given to the evaluation of the pile unit skin friction. Key words: clay, pile, piezocone, cone penetration test, axial pile capacity, skin friction.

Effect of pile driving on adjacent piles in clay : H. G. Poulos, Canadian Geotechnical Journal, 31(6), 1994, pp 856–867

Effect of pile driving on adjacent piles in clay : H. G. Poulos, Canadian Geotechnical Journal, 31(6), 1994, pp 856–867

Closure to “ P‐y Analysis of Laterally Loaded Piles in Clay Using DMT” by M. A. Gabr, T. Lunne, and J. J. Powell

Closure to “ <i>P‐y</i> Analysis of Laterally Loaded Piles in Clay Using DMT” by M. A. Gabr, T. Lunne, and J. J. Powell

Discussion of “ P‐y Analysis of Laterally Loaded Piles in Clay Using DMT” by M. A. Gabr, T. Lunne, and J. J. Powell

Discussion of “ <i>P‐y</i> Analysis of Laterally Loaded Piles in Clay Using DMT” by M. A. Gabr, T. Lunne, and J. J. Powell

Influence of loading rate on the capacity of a model pile in clay

Loading tests were carried out on a model pile embedded in clay to examine the influence of rate of loading on the capacity of the pile. The pile was loaded to failure using constant rate of penetration (CRP), quick maintained loading (QML), and quick continuous loading (QCL) methods of loading. The QCL test models the Statnamic loading test, which has been recently developed in Canada. The CRP tests were used as a reference, and the results were normalized using the CRP test results. The durations of the QML and QCL tests varied from approximately 0.1 s to 17 min, which are significantly faster than normal loading rates. Applied loads and point load were measured using load cells, and top displacement was measured using a displacement transducer. The test results showed an increase in pile capacity with increased rate of loading. Damping was found to be significant for the QCL tests (duration = 0.1 s) and negligible for the QML tests (duration ≥ 10 s). Correcting the results of the QCL tests for damping, using the equilibrium point method developed for Statnamic testing, greatly improved the correlation of the QCL and QML test results. Key words : model piles, axial loading, loading rate, clay, laboratory study, test methods.

P-A analysis of laterally loaded piles in clay using DMT : M. A. Gabr, T. Lunne & J. J. Powell, Journal of Geotechnical Engineering — ASCE, 120(5), 1994, pp 816–837

P-A analysis of laterally loaded piles in clay using DMT : M. A. Gabr, T. Lunne & J. J. Powell, Journal of Geotechnical Engineering — ASCE, 120(5), 1994, pp 816–837

Effect of pile driving on adjacent piles in clay

When a pile is driven into clay, horizontal and vertical movements are developed in the soil surrounding the pile. These movements will tend to develop axial forces and bending moments in adjacent piles that have already been installed. Possible consequences for these piles are (i) structural damage or cracking (of concrete piles) arising from the induced bending moments, (ii) tensile failure of the piles due to the induced axial forces, and (iii) lifting-off of the pile tip from the bearing stratum due to the axial induced movements. This paper describes the results of a theoretical analysis of the bending moments and axial forces developed in a pile due to driving of an adjacent pile in clay. The analysis uses approximate distributions of horizontal and vertical soil movements caused by pile driving, developed from a "strain-path" analysis, together with inferences from model pile test data. An examination is made of various factors that may influence the induced bending moments and forces, including pile spacing, depth of penetration of the adjacent pile, and number of piles driven. For a number of published case histories comparisons are made between theoretical and measured axial and lateral pile movements. In general, satisfactory agreement is found. Key words : foundations, lateral movements, pile driving, settlement, soil displacement.

Analysis of compressible axially loaded piles in rock

AbstractAnalytical solutions are developed for the prediction of the load–settlement response of a compressible axially loaded cast in situ pile in rock. The principal input parameters are derived from the τ–z curve which applies to the contact zone between the pile shaft and the embedment material. For larger diameter piles in rock, these τ–z curves can differ markedly from curves that apply to piles in clay and may include a significant strain hardening region prior to reaching peak strength. In addition to the complete analyses which would normally require the use of a computer, simplified solutions suitable for hand calculations have been derived for the peak load and the pile head displacement to peak. An example of the application of these simplified design calculations is presented.

Effect of Boundary Conditions on Buckling of Friction Piles

In practice, evidence suggests that long, slender piles subjected to axial loads can fail under axial stresses below the yield point of the pile material. A general solution for critical buckling capacity of long, slender friction piles in clay is presented using the minimum potential energy method. The Rayleigh-Ritz method is adopted to select deflection functions satisfying six geometric boundary conditions encountered in practice. Parameter studies were performed to investigate the buckling response of fully and partially embedded piles and the effect of pile-top and tip conditions on buckling capacity. Results indicated that the boundary conditions at the pile tip have no effect on the critical buckling capacity in cases in which the nondimensional embedment length (\Ih\N’) exceeded a critical value. In addition, for fully embedded piles, the effect of embedment length was nearly negligible after \Ih\N’ exceeded a value of 6 for fixed-with-sway pile-top conditions.

Ultimate uplift capacity of model rigid metal piles in clay : E. C. Shin, B. M. Das, V. K. Puri, S. C. Yen & E. E. Cook, Geotechnical & Geological Engineering, 11(3), 1993, pp 203–215

Ultimate uplift capacity of model rigid metal piles in clay : E. C. Shin, B. M. Das, V. K. Puri, S. C. Yen & E. E. Cook, Geotechnical & Geological Engineering, 11(3), 1993, pp 203–215

P-y Analysis of Laterally Loaded Piles in Clay Using DMT

Data from dilatometer tests (DMT) are used in the development of a model for the construction of static P‐y curves in clay deposits. A procedure to account for the influence of close‐ended pile installation on the soil properties around the pile is developed. Strength modification values are presented as a function of the overconsolidation ratio (OCR). A procedure for the construction of P‐y curves using a hyperbolic model is proposed. Using the proposed procedure, analyses of three extensively instrumented pile‐load tests reported in the literature are presented. Hyperbolic P‐y curves based on coefficients of subgrade reaction from DMT and the modified Pu produced load‐pile displacement relationship and moment distribution that agreed well with the measured field behavior. Results illustrated the potential of using the dilatometer test to obtain values and distributions of site specific coefficients of subgrade reaction. Predictions of the pile‐soil response using the proposed model were conducted and results indicated reasonable agreement between predicted and measured field behavior.

Long-term behavior of laterally loaded pile in clay : Sawaguchi, M; Yamada, Y Proc International Conference on Geotechnical Engineering for Coastal Development, GEO-COAST'91, Yokahama, 3–6 September 1991V1, P731–734. Publ Japan: Coastal Development Institute of Technology, 1991

Long-term behavior of laterally loaded pile in clay : Sawaguchi, M; Yamada, Y Proc International Conference on Geotechnical Engineering for Coastal Development, GEO-COAST'91, Yokahama, 3–6 September 1991V1, P731–734. Publ Japan: Coastal Development Institute of Technology, 1991

Frictional properties of steel model pile in clay : Chang, H W; Liao, H H Proc International Conference on Geotechnical Engineering for Coastal Development, GEO-COAST'91, Yokahama, 3–6 September 1991V1, P685–690. Publ Japan: Coastal Development Institute of Technology, 1991

Frictional properties of steel model pile in clay : Chang, H W; Liao, H H Proc International Conference on Geotechnical Engineering for Coastal Development, GEO-COAST'91, Yokahama, 3–6 September 1991V1, P685–690. Publ Japan: Coastal Development Institute of Technology, 1991

Ultimate uplift capacity of model rigid metal piles in clay

Laboratory model test results for estimation of the ultimate uplift capacity of rigid metal piles embedded in a compacted near-saturated clayey soil are presented. The length-diameter ratio of the piles was varied from 10 to 15. The direction of the uplift load on the pile was varied from 0 to 50°. Based on the present test results and the results of existing model studies, an empirical relationship for estimating the pile uplift capacity has been presented.

Dilatometer soil parameters for analysis of piles in clay : Gabr, M; Lunne, T; Mokkelbost, K H; Powell, J J M Proc 10th European Conference on Soil Mechanics and Foundation Engineering, Florence, 26–30 May 1991V1, P403–406. Publ Rotterdam: A A Balkema, 1991

Dilatometer soil parameters for analysis of piles in clay : Gabr, M; Lunne, T; Mokkelbost, K H; Powell, J J M Proc 10th European Conference on Soil Mechanics and Foundation Engineering, Florence, 26–30 May 1991V1, P403–406. Publ Rotterdam: A A Balkema, 1991

Interaction of Axial and Lateral Pile Responses

A series of tests were carried out on instrumented model piles to investigate the effect of interaction on the axial and lateral responses of piles in clay. The effect of lateral loading proved to be significant on the axial pile response, while the effects of axial loading on the lateral pile response were rather limited. Lateral loads increased considerably the axial displacement of the pile head. The amount of this increase depended on the value of the applied lateral load and on the level of the axial load. At low load levels where the soil behavior is linearly elastic, the increase in pile settlement due to a lateral load is very small. The explanation of these interaction effects was attempted through a nonlinear finite‐element analysis, in which the yielded zone created, in the soil, by the combined axial and lateral loading is larger than that developed by pure axial loads.

Behaviour of a friction pile in clay in a triaxial chamber (In French) : Roy, M; Roy, S; Dube, J Can Geotech JV28, N3, June 1991, P434–445

Behaviour of a friction pile in clay in a triaxial chamber (In French) : Roy, M; Roy, S; Dube, J Can Geotech JV28, N3, June 1991, P434–445