Effect of Diameter on the Behavior of Laterally Loaded Piles in Weakly Cemented Sand PDF Download
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Author: Teerawut Juirnarongrit
Publisher:
ISBN:
Category :
Languages : en
Pages : 818
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Author: Teerawut Juirnarongrit
Publisher:
ISBN:
Category :
Languages : en
Pages : 818
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Author: Fengju Guo
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ISBN:
Category :
Languages : en
Pages :
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Competent deposits of cemented sands distribute extensively along the coastline areas of Western Australia and many other coastline areas worldwide. These soils do not conveniently fall into any specific soil types of sand or clay and there are not yet generally accepted procedures for the design and analysis of piled foundations where lateral loads are comprised predominantly in these soils. In-situ cone penetration test (CPT) provides continuous profile data of the soils in question. Utilizing the cone data for design parameters for the lateral piled foundations has increasingly attracted interests.This thesis investigates the lateral response of single piles in cemented sand and weak rock. The geotechnical behavior of the soils across a wide range from very weakly-cemented sands to well-cemented sands has been studied through a series of laboratory testing programs and in-situ testing programs. Full-scale lateral load experiments were performed with fully instrumented drilled and grout piles in a weak calcareous sandstone deposit at Pinjar, North West Perth in Western Australia. Centrifuge-scale load tests were also carried out on model piles preinstalled in very weakly-cemented sands artificially prepared with varying cement contents. The results of the field test were used to develop the load transfer P-y relationships as well as the limiting transverse pressures Pu on piles for the well-cemented soils. The results of centrifuge model test in conjunction with finite element modelling were used to develop the lateral pressure-displacement P-y relationships and the limiting transverse pressures Pu for the very weakly-cemented soils. The field and centrifuge tests were modelled well using a hyperbolic P-y relationship and the obtained ultimate lateral resistance. Existing methods to estimate Pu and the formulations of P-y curves were also evaluated and conclusive comments made to the comparisons.The thesis then explores the potential of using CPT qc data directly for the design and analysis of laterally loaded piles. A simple CPT-based bi-linear p-y approximation for the lateral response is proposed. This formulation is shown to provide good predictions for lateral pile response in a variety of cemented deposits.
Author:
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Category : Electronic traffic controls
Languages : en
Pages : 842
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Author: H. L. Gill
Publisher:
ISBN:
Category :
Languages : en
Pages : 66
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Field tests were performed to study the horizontal load-displacement characteristics of natural soil deposits and to associate these characteristics with the behavior of laterally loaded piles. The ultimate objective of the tests was to acquire information essential for the design of laterally loaded soil-supported structures. Three soil conditions were considered: (1) bay mud with a desiccated crust in its natural dry state, (2) bay mud submerged within the area of testing, and (3) a hydraulic fill of granular material classified as SP by the unified soil classification system. Segmental pile tests were performed with three sizes of laterally loaded segments and at various depths below ground surface in the bay mud. (Similar tests in the hydraulic fill were covered in a previous NCEL report.) Lateral load tests on full-scale piles from 4 to 16 inches in diameter were performed at each test site. Theoretical information, available soil data, and results of the segmental pile tests were compared and combined to establish representative lateral load-displacement relationships for the soil at any depth at the three sites by using rectangular hyperbolas. Theoretical predictions of the response of laterally loaded piles were made using these relationships, and the results were compared with data obtained during the lateral load tests on piles. Experimental data and theoretical predictions compared favorably. (Author).
Author: Osman Amr El Menchawi
Publisher:
ISBN:
Category :
Languages : en
Pages : 650
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Author: Chia-Cheng Fan
Publisher:
ISBN:
Category :
Languages : en
Pages : 676
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Author: Adrian Rodriguez-Marek
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ISBN:
Category : Earthquake resistant design
Languages : en
Pages : 66
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Author: Lymon C. Reese
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ISBN:
Category : Dead loads (Mechanics).
Languages : en
Pages : 316
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Author: Andrew Mason Dodds
Publisher:
ISBN:
Category : Earthquake resistant design
Languages : en
Pages : 304
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Author: Hongyu Qin
Publisher:
ISBN:
Category : Electronic dissertations
Languages : en
Pages : 942
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Abstract : This research has investigated the response of pile foundations subjected to lateral force applied directly to pile head and loadings arising from lateral soil movements of the surrounding ground. The behaviour of pile foundations subjected to lateral soil movements was studied through physical modelling with a specially designed testing apparatus. Laboratory experiments have been undertaken on a single pile embedded in progressive moving sand. A triangular loading block was used in the model tests to induce a progressive soil movement profile. Apart from eight general tests, sixteen tests were conducted on a single pile to examine the effects of the distance between the source where soil movements were induced and the pile location, the magnitude of axial load applied at pile head, the variation of loading block angle, varying combination of sliding and stable layer depths, and pile diameter on the responses of piles. The results of previously conducted pile tests with a uniform soil movement profile were compared with those of the current tests to examine the effect of soil movement profiles on the pile behaviour. Simple solutions were proposed for predicting the pile responses. They provided good estimate of the development of maximum bending moment and maximum shear force in the piles with soil movement. Importantly, the maximum bending moments induced by the soil movements were found to be linearly related to the maximum shear forces (sliding thrust), independent of the magnitude and depth of soil movement and soil movement profiles. Experiments have also been conducted on pile groups in progressive moving sand, including various pile group configurations and spacing. Both free-head and cappedhead fixity conditions have been considered. The findings show that the resistances of the piles to lateral soil movements significantly rely on their locations in a group, especially for piles arranged in a line parallel to the soil movement direction. The results of the pile group tests were compared with those of the single pile tests. Group factors were defined in terms of maximum bending moment and modulus of subgrade reaction to quantify the impact of group effect. The simple solutions developed were extended for predicting the response of individual piles in a group with soil movement. The static and cyclic responses of laterally loaded piles in cohesionless soils have been investigated as well. Guideline for estimating the design parameters for laterally loaded rigid piles in cohesionless soils were provided from extensive back calculation of measured responses of fifty-one pile tests. The elastic-plastic solutions presented by Guo (2008) were used in the back calculation. Simple expressions were presented for estimating the parameters used in the solutions. The reliability of the back calculation, the effects of the ratio of loading eccentricity to pile embedded length on the nonlinear pile response and lateral load capacity were investigated. Additionally, the apparatus was modified to apply cyclic lateral loading, with which a series of model tests were conducted on piles in dry sand under static and cyclic loadings. Analyses of the test results show that the cyclic load level has a greater impact on the pile behaviour than the number of cycles. It is noted that the gradient of the limiting force profile will decrease and the modulus of subgrade reaction will increase, after a number of unloading and reloading cycles. The induced maximum bending moment can be estimated from the applied lateral load, eccentricity of the load, and the depth at which the maximum bending moment occurs.
