Lightpiers on Friction Piles in Deep Soft Marine Clay

1971 ◽  
Vol 8 (3) ◽  
pp. 434-445
Author(s):  
J. V. Danys
Keyword(s):  
Soil Mechanics ◽  
Present Knowledge ◽  
Turn Of The Century ◽  
Marine Clay ◽  
Foundation Design ◽  
Pile Testing ◽  
Marine Clays ◽  
Ice Forces ◽  
Novel Design

The deposit of marine clays in Lake St. Peter, Quebec, is as much as 300 ft (91 m) deep. Construction of lightpiers was started shortly after the turn of the century but settlement, tilting, and even failures of the structures occurred and construction of the new piers was not continued. As the navigation season is being extended into winter, the need for lightpiers becomes greater. Apart from the sensitive and very compressible clays, the heavy ice forces made a design very difficult. Introducing novel design features and applying the present knowledge of soil mechanics, two piers were designed and built in 1966 on 157 friction piles each, and two more in 1969. An advance field test of piles in situ was impractical as the structures were in the middle of the lake. Extensive boring and laboratory testing program preceded construction, and the shear strength data of the clay was used for the pile foundation design. Field pile testing confirmed the design assumptions.

scholarly journals Downdrag Measurements on a 160-Ft Floating Pipe Test Pile in Marine Clay

1972 ◽  
Vol 9 (2) ◽  
pp. 127-136 ◽  
Author(s):  
M. Bozozuk
Keyword(s):  
Skin Friction ◽  
Compressive Load ◽  
Marine Clay ◽  
Positive Skin ◽  
Negative Skin Friction ◽  
Pore Pressures ◽  
Excess Pore Pressures ◽  
Test Pile ◽  
Excess Pore

Large negative skin friction loads were observed on a 160 ft (49 m) steel pipe test pile floating in marine clay. The test pile was driven, open-ended, on the centerline of a 30 ft (9 m) high granular approach fill on the Quebec Autoroute near Berthierville. Since the installation was made in 1966 the fill has settled 21 in. (53 cm), dragging the pile down with it. Negative skin friction acting along the upper surface of the pile was resisted by positive skin friction acting along the lower end as it penetrated the underlying clay. Under these conditions the pile compressed about [Formula: see text] (2 cm). Analysis of the axial strains indicated that a peak compressive load of 140 t developed at the inflection point between negative and positive skin friction 73 ft (22 m) below the top of the pile. Negative and positive skin friction acting on the upper surface of the pile exceeded the in situ shear strength and approached the drained strength of the soil where excess pore water pressures had dissipated. At the lower end where the positive excess pore pressures were high and relative movement between the pile and the soil was large, the positive skin friction approached the remoulded strength as measured with the field vane. Skin friction was increasing, however, as positive escess pore pressures dissipated.This paper shows that skin friction loads are related to the combination of (a) in situ horizontal effective stresses, (b) horizontal stresses due to embankment loads, and (c) horizontal stresses due to differential settlement of the fill.

Weathering in a marine clay during postglacial time

Clay Minerals ◽  
1985 ◽  
Vol 20 (4) ◽  
pp. 477-491 ◽  
Author(s):  
K. Pederstad ◽  
P. Jørgensen
Keyword(s):  
Sea Level ◽  
Mixed Layer ◽  
Major Part ◽  
Marine Clay ◽  
Size Fractions ◽  
Se Norway ◽  
Marine Clays

AbstractMarine clays of SE Norway lifted above sea-level have been subjected to weathering for 8500 years. As a result of this weathering a major part of the quartz, K-feldspar and plagioclase disappeared in the 0·2–0·6 µm fraction. Trioctahedral illite passed through the sequence: illite → mixed-layer illite-vermiculite → vermiculite → dissolution. This transformation started at a depth of 3 m, and the 2:1 layers dissolved in the upper part of the profile. Chlorite was broken down by weathering into finer particles. As a result, chlorite was first removed from the coarser fractions. Dioctahedral illite in the clay fractions passed through the following transformations in the upper part of the profile: illite → mixed-layer illite-vermiculite → vermiculite → chloritized vermiculite. Weathering models for the size fractions 0·2–0·6 and 0·2–2 µm showed that total amounts of dissolved material from these fractions in the upper part of the profile could be calculated as 55 and 38%, respectively. Dioctahedral 2:1 layers were most resistant to weathering, resulting in 75% dioctahedral phyllosilicates in the 0·2–0·6 µm fraction in the uppermost part of the profile, in contrast to 30% dioctahedral illite in the unweathered sample. This study illustrates the importance of investigating different fractions and not only material finer than 2 µm.

scholarly journals Predicting land deformation by integrating InSAR data and cone penetration testing through machine learning techniques

2020 ◽  
Vol 382 ◽  
pp. 525-529
Author(s):  
Melika Sajadian ◽  
Ana Teixeira ◽  
Faraz S. Tehrani ◽  
Mathias Lemmens
Keyword(s):  
Machine Learning ◽  
Soil Mechanics ◽  
Machine Learning Techniques ◽  
Cone Penetration ◽  
Penetration Testing ◽  
Cone Penetration Testing ◽  
Learning Techniques ◽  
Land Deformation ◽  
Spatio Temporal

Abstract. Built environments developed on compressible soils are susceptible to land deformation. The spatio-temporal monitoring and analysis of these deformations are necessary for sustainable development of cities. Techniques such as Interferometric Synthetic Aperture Radar (InSAR) or predictions based on soil mechanics using in situ characterization, such as Cone Penetration Testing (CPT) can be used for assessing such land deformations. Despite the combined advantages of these two methods, the relationship between them has not yet been investigated. Therefore, the major objective of this study is to reconcile InSAR measurements and CPT measurements using machine learning techniques in an attempt to better predict land deformation.

Test fill on soft plastic marine clay at Onsøy, Norway

2014 ◽  
Vol 51 (1) ◽  
pp. 30-50 ◽  
Author(s):  
Toralv Berre
Keyword(s):  
Soft Clay ◽  
Marine Clay ◽  
Coefficient Of Consolidation ◽  
Geotechnical Parameters ◽  
Second Stage ◽  
Direct Simple Shear ◽  
Rapid Construction ◽  
Loading Case ◽  
The Town

The test fill at Onsøy, close to the town of Fredrikstad in Norway, was built on a very soft marine clay with in situ vane strength as low as 11 kPa and a plasticity index varying from 34 to 50. The dimensions at the bottom of the long fill were 20 m × 60 m and the height 2.3 m. The fill, as placed, had a computed factor of safety against foundation failure of 1.35 based on in situ vane strength. The fill was allowed to sit for about 3 years (from 1972 to 1975) before it, in a second stage, was brought to failure by raising the height. The main purpose of the first stage was to study the stress–strain–time relationships for the soft clay and compare the values of geotechnical parameters determined by careful laboratory tests with those back-calculated from the observed field behaviour. The test fill foundation was heavily instrumented to measure clay deformations and pore pressures with time. Field observations showed that the Onsøy test fill turned out to be more of a drained loading case than an undrained case in spite of the fairly rapid construction of the fill. Actually, subsequent undrained triaxial and direct simple shear tests strongly indicate that the fill might have failed if less drainage had taken place, i.e., if the drainage paths had been longer and (or) if the coefficient of consolidation had been lower.

Stabilization of Marine Clay by Biomass Silica (Non-Traditional) Stabilizers

2014 ◽  
Vol 695 ◽  
pp. 93-97 ◽  
Author(s):  
Aminaton Marto ◽  
Nor Zurairahetty Mohd Yunus ◽  
Faizal Pakir ◽  
Nima Latifi ◽  
Ahmad Hakimi Mat Nor ◽  
...  
Keyword(s):  
Compressive Strength ◽  
Laboratory Test ◽  
Unconfined Compressive Strength ◽  
Laboratory Tests ◽  
Clay Soils ◽  
Development Work ◽  
Content Increase ◽  
Marine Clay ◽  
Testing Program ◽  
Marine Clays

The presence of marine clay in Iskandar Malaysia Region, Nusajaya had caused expensive solutions in the construction of structures and roads. Alternatively, soil treatment is suggested to increase the strength of the unsuitable material to meet the constructions requirement for foundation and also to achieve the specifications for development work. In this study, a series of laboratory test has been conducted to determine the potential of Biomass Silica (BS), one of the commercial brands namely “SH-85” to stabilize marine clay to form the basis of a strong, reliable land for construction of roads and building. Testing program involves obtaining specimens of marine clays from various locations at Iskandar Malaysia Region, followed by laboratory tests to determine the Atterberg limits and Unconfined Compressive Strength (UCS) for treated and untreated of marine clay soils. The proportions of BS added were 3, 6, 9, 12 and 15% and tested at 0, 3, 7 and 28 days curing periods. The results shows that the Plasticity Index (PI) was reduce with increment of BS content. While, an addition of BS content increase in strength treated soils 60 times more than untreated soils, which is gain in early 7 curing days period. This finding indicates the BS is a suitable stabilizer for the marine clay to become strong foundation for construction of road and building.

In Situ and Laboratory Measured Dynamic Properties of a Marine Clay

2017 ◽  
Author(s):  
Albert R. Kottke ◽  
Andrew Keene ◽  
Yaning Wang ◽  
Boonam Shin ◽  
Kenneth H. Stokoe ◽  
...  
Keyword(s):  
Dynamic Properties ◽  
Marine Clay

scholarly journals Recent Advances in Ice Mechanics in Canada

1987 ◽  
Vol 40 (9) ◽  
pp. 1214-1231 ◽  
Author(s):  
N. K. Sinha ◽  
G. W. Timco ◽  
R. Frederking
Keyword(s):  
Physical Modelling ◽  
Field Studies ◽  
Material Structure ◽  
Naturally Occurring ◽  
Extensive Field ◽  
Strength And Deformation ◽  
Work Done ◽  
Ice Forces ◽  
Analytical Expressions

Work on the mechanics of ice, which has been carried forward on a broad front in Canada, has resulted in a number of significant advances in the last 10 years. The factors influencing the growth of various types of sea ice have been quantified fundamentally and methods for examining the resulting material structure have been developed. Extensive work has been done on strength and deformation characteristics of ice. A significant effort has been the development of analytical expressions to describe the rheological behavior of ice. Elastic modulus, Poisson’s ratio, and creep were also treated. A great deal has been done on measuring the compressive strength of various types of naturally occurring ice and subsequently these data were combined into a suitable description of a failure envelope. Work has also been done on measuring the flexural strength, shear strength, adhesion and fracture toughness. Methods for laboratory testing and in situ measurements of mechanical properties have been developed. The problem of defining ice forces on structures has been the primary motivation for research on ice. Analytical modelling, physical modelling, laboratory studies and very extensive field studies have been used. Work done in this area has included development of methods and their application to actual problems and has benefitted greatly from the integration of all four approaches. Very significant progress has been made. Ice and ice covers have been successfully used to support various offshore activities: drilling off floating ice platforms, stabilizing grounded rubble fields to protect structures and transporting large loads over ice.

Northumberland Strait bridge: analysis techniques and results

1996 ◽  
Vol 23 (1) ◽  
pp. 86-97 ◽  
Author(s):  
Amin Ghali ◽  
Gamil Tadras ◽  
Paul H. Langohr
Keyword(s):  
Cross Section ◽  
Structural Design ◽  
Major Part ◽  
Thermal Stresses ◽  
Atlantic Coast ◽  
Variable Depth ◽  
Analysis Techniques ◽  
Ice Forces ◽  
Creep And Shrinkage

The Northumberland Strait at the Atlantic coast of Canada will be crossed by a 13 km bridge. The major part of the superstructure will consist of 44 spans, each of length 250 m and a box cross section of variable depth 4.5–14 m. The superstructure, divided into units of maximum length 192 m, will be produced in a yard by segmental casting and multistage prestressing. These units will be assembled at their final position on top of the piers. Each pier is composed of two pieces, also produced in the yard and connected on site by cast in situ concrete. This paper describes selected analysis problems and their solutions employed in the structural design. The analysis problems are concerned with (i) dynamic response to ice forces; (ii) movements of pier footings and stiffness of the subgrade; (iii) variation of stresses and deformations during construction and during the life of the structure, considering the effects of creep and shrinkage of concrete and relaxation of the prestressed steel; and (iv) thermal stresses. Key words: bridges, concrete, creep, prestress relaxation, segmental construction, shrinkage, strait crossing.

A Novel Design of SOC Prediction for an Electrical Vehicle Based on the Intelligent Algorithm

2012 ◽  
Vol 468-471 ◽  
pp. 601-606 ◽  
Author(s):  
Hao Qiu ◽  
Zheng Bao Lei ◽  
Tom Zi Ming Qi
Keyword(s):  
Neural Network ◽  
Electric Vehicles ◽  
Open Circuit Voltage ◽  
Open Circuit ◽  
Intelligent Algorithm ◽  
Electrical Vehicle ◽  
Fuzzy Neural ◽  
Intelligent Methods ◽  
Novel Design

This paper is to present a novel design to predict the State of charge (SOC) of the batteries for the Electric Vehicles (EV) using a voltage descent model which has been built based on the analysis of adaptive fuzzy neural intelligent algorithm (AFNIA) and the charge/discharge experimental data of Electric Vehicle. In this design, an improved BP neural network has also been proposed to indicate the correlation between open circuit voltage and SOC. An experiment employed a Lateral Moving and In Situ Steering EV built by Shenzhen Polytechnic. The test and simulation results showed that the intelligent methods can accurately predict the SOC of lithium batteries. The combination of fuzzy control and neural network can achieve an effective way of predicting the SOC of batteries.

An Experience with Heave of Cast In Situ Expanded Base Piles

1973 ◽  
Vol 10 (2) ◽  
pp. 246-260 ◽  
Author(s):  
L. S. Brzezinski ◽  
L. Shector ◽  
H. L. Macphie ◽  
H. J. Vander Noot
Keyword(s):  
Special Interest ◽  
Glacial Till ◽  
Load Testing ◽  
Marine Clay ◽  
Factors Affecting ◽  
Concrete Piles ◽  
Sensitive Marine Clay ◽  
The City

On a project just west of the City of Montreal pile heave was experienced during the installation of groups of cast in situ cased expanded base concrete piles, driven through about 30 ft (9 m) of sensitive marine clay to end bearing in a glacial till formation. The paper describes the observed heave occurrence and discusses factors affecting pile and soil heave. Of special interest is the behavior of the piles during retapping since a number had final refusal elevations which were both high and low with respect to initially installed elevations. Possible explanations for this behavior and considerations pertinent to installation procedure, site inspection, load testing, and specifications for this type of pile are discussed within the paper.

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