Displacement of Laterally Loaded Structures in Nonlinearly Responsive Soil

Gill, H. L.; Demars, KR

doi:10.21236/ad0705989

Cited by 6 publications

(4 citation statements)

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“…, viz: piles in clays and sands, Gill and Demars (1970) reported that the assumption that the YC = 2.5&50d (8) inverse proportionality between the ultimate lateral soil resistance and pile width re-This relationship was based on tests of a suited in the pile width having more influ-12.75-inch diameter pile. , viz: piles in clays and sands, Gill and Demars (1970) reported that the assumption that the YC = 2.5&50d (8) inverse proportionality between the ultimate lateral soil resistance and pile width re-This relationship was based on tests of a suited in the pile width having more influ-12.75-inch diameter pile.…”

Section: Lateral Deflectionmentioning

confidence: 99%

Re-Examination Of P-Y Curve Formulations

Stevens

Audibert

1979

All Days

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In the analysis of piles supporting offshore structures, the key element in predicting the response to lateral loads is the determination of the appropriate lateral load - deformation relationships (p-y curves) for the soil. The present practice of constructing p-y curves is based on the results of lateral load tests on instumented piles and strength-deformation characteristics of the soil. (Matlock,1970; Reese et al, 1975; and API RP 2A, 1978) A study was undertaken to compare the results from lateral load tests on piles up to 59 inches in diameter driven in soft to medium clays to that predicted using the above ways of constructing p-y curves. In general, it was found that the predicted pile deflections were significantly greater than the observed deflections. Also the maximum bending moments were underestimated. Two factors were identified as sources of the differences; The first was the assumed linear dependence of the soil-deformation characteristics on pile diameter. The second was the lateral soil resistance at shallow depths was greater than those given by the empirical methods. Based on the study results, modifications are suggested to the present methods of constructing p-y curves. INTRODUCTION P-y curves are generally used to characterize the lateral soil resistance-deformation relationship for piles supporting offshore structures. These curves are related to the strength-deformation characteristics of the soil as obtained from conventional soil tests. The methods of constructing p-y curves for clays are empirically derived from the results of lateral load tests on instrumented piles. The use of empirical methods for design purposes is justifiable when the design conditions approximate those upon which the method is based. One of the important considerations in using empirical methods in geotechnical engineering is the scale effect. Ideally the size of the test element should be the same as the actual element. However, in most cases, it is impractical to perform a full scale test. The methods presently used for constructing p-y curves for clays were based on piles having diameters ranging from 6 to 24 inches. With the trend of installing platforms in deeper waters and more hostile enviroments, piles with diameters ranging from 5 to 8 feet are common. An extreme example is a number of 15-ft diameter piles driven in the Scheldt River delta to support a cable way. (Lubking, 1977) Piles of these diameters are much larger than those upon which the empirical methods are based. Lateral load tests on instrumented piles comparable to those presently used offshore have been published. In addition, other researchers have presented results which suggest ways to account for scale effects. This paper compares the test results to those predicted using the present methods of constructing p-y curves and suggests some modifications.

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Section: Lateral Deflectionmentioning

confidence: 99%

Re-Examination Of P-Y Curve Formulations

Stevens

Audibert

1979

All Days

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“…At 30 diameters length deflections would be almost the same as the 20 diameter case. The point at which increases in length do not give a corresponding decrease in deflection depends on a well-known stiffness factor (Gill and Demars, 1970, and others):…”

Section: Resultsmentioning

confidence: 99%

“…A subgrade reaction method (Gill and Demars, 1970) was used to find lateral capacity for selected pile lengths and diameters. The method is similar to a commonly used method developed by Matlock and Reese (1960).…”

Section: Itmentioning

confidence: 99%

OTEC single anchor holding capacities in typical deep sea sediments / P. J. Valent ... [et al.]

Valent¹

1976

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“…The ultimate capacity of the pile and movement of the pile head under the design load are the two aspects considered in the laterally loaded piles; bending moment of the pile element for a given load is important because the foundation will fail upon inadequate stability [2]. While designing laterally loaded pile, soil-structure interaction should be considered to simulate the non-linear behaviour of the loaded soil [3]. A non-dimensional method was proposed by considering the stiffness, deformation, soil resistance and pile diameter by comparing all the existing method available to calculate the p-y curve method [4].…”

Section: Introductionmentioning

confidence: 99%

Effect of Eccentricity in Sandy Slope of Laterally Loaded Single Pile

Sivapriya¹,

Balamurukan²,

Vigneshwar³

et al. 2019

Civil and Environmental Engineering

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An experimental study was proposed to understand the behaviour of single pile in sloping ground with various eccentricity. Cohesionless soil was used for conducting experiments with a horizontal ground and with a slope of 1V:2H. With calculated stiffness factor (T) as 92 mm, the eccentricity was varied as 0T, 0.5T and 1T. The lateral capacity of the pile in horizontal and sloping ground condition decreases with increase in eccentricity; the increase in lateral capacity was linear too. The bending moment increases with increase in load; but the depth of maximum bending moment was 0.15 m for 0T and 0.5T of eccentricity. For 1T of eccentricity, the depth of maximum bending moment varied to 0.07 m from the point of load. An equation was proposed to calculate the maximum bending moment of the pile for any eccentricity for a slope of 1V:2H, which is the governing factor for pile designing.

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Displacement of Laterally Loaded Structures in Nonlinearly Responsive Soil

Abstract: Port Hueneme, California This document has been l~proved for public release and sle: its distribution is unlimited.

Cited by 6 publications

References 0 publications

Re-Examination Of P-Y Curve Formulations

Re-Examination Of P-Y Curve Formulations

OTEC single anchor holding capacities in typical deep sea sediments / P. J. Valent ... [et al.]

Effect of Eccentricity in Sandy Slope of Laterally Loaded Single Pile

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