The Performance of Foundations on Various Soils Stabilized by the Vibro-compaction Method

1974 ◽  
Vol 11 (4) ◽  
pp. 509-530 ◽  
Author(s):  
V. Baumann ◽  
G. E. A. Bauer
Keyword(s):  
Organic Soil ◽  
Stone Columns ◽  
Case Histories ◽  
Established Method ◽  
Replacement Method ◽  
Loose Soil ◽  
Soil Deposits ◽  
Compaction Method ◽  
Partial Displacement ◽  
Load Conditions

The improvement of weak or loose soil deposits by the vibrational technique has now become a well established method. Loose or medium dense sands can be compacted with slender, cylindrical vibrators (vibro-compaction method). Cohesive or organic soil can be improved by their partial displacement or replacement with selected granular material which is vibrated into the parent soil (vibro-replacement method). Compaction depth up to 30 m (100 ft) can be achieved.This paper describes the method of construction of compaction columns and stone columns. Method of estimating the settlement of the improved soil under given load conditions is presented. The applicability and limits of the process are outlined.Two case histories are discussed and they were chosen for their various degrees of difficulties encountered in the subsoil and because the settlement specifications placed very strict limits on the foundation performance.

Application on the Artificial Filling Foundation Treatment for Housing Construction Project in Mountain Highway

2014 ◽  
Vol 529 ◽  
pp. 755-758
Author(s):  
A Ling Zhang ◽  
Dan Ni Qi
Keyword(s):  
Construction Project ◽  
Dynamic Compaction ◽  
Housing Construction ◽  
Treatment Methods ◽  
Replacement Method ◽  
Foundation Treatment ◽  
Highway Facilities ◽  
National Investment ◽  
Compaction Method

Along with large national investment in infrastructure construction, the mileage of the highway, which is one of the infrastructures, has increased year by year. There are many kinds of artificial filling foundation treatment methods for housing construction project in mountain highway facilities. This paper, combined with the engineering example, focuses on the dynamic compaction method and the replacement method.

Optimization of Pile Groups Under Vertical Loads Using Metaheuristic Algorithms

2018 ◽  
pp. 276-298 ◽  
Author(s):  
Cihan Öser ◽  
Rasim Temür
Keyword(s):  
Optimization Problems ◽  
Soil Layer ◽  
Pile Group ◽  
Optimum Number ◽  
Pile Groups ◽  
Bored Pile ◽  
Group Efficiency ◽  
Economical Design ◽  
Loose Soil ◽  
Soil Deposits

Construction of foundations on soft/loose soil deposits causes some big problems in geotechnical engineering. The vertical loads can cause failure and/or extreme settlement in soft/loose soil deposit. Constructing piles under foundations to transfer the loads to stiff soil layer is one of the widely used solutions to prevent these problems. The interaction between the piles in a group of piles is described as “group efficiency” and this interaction causes the reduction in the load-bearing capacity of the piles. For a safe and economical design, optimization must be done to estimate the optimum number of piles in the group. This chapter aims to investigate the robustness of commonly used optimization algorithms and determine the most efficient algorithms for pile group optimization problems. Consequently, the proposed methods are going to help engineers to make fast, safe, and economical designs for pile groups under vertical foundation loads. In this chapter, bearing capacities and optimization of bored pile groups constructed in soft soils are discussed.

Field performance of the port of Sepetiba test fills

1995 ◽  
Vol 32 (1) ◽  
pp. 106-121 ◽  
Author(s):  
Vinod K. Garga ◽  
Luciano V. Medeiros
Keyword(s):  
Ground Improvement ◽  
Soft Soil ◽  
Soft Clay ◽  
Field Performance ◽  
Stone Columns ◽  
Field Investigations ◽  
Large Program ◽  
Soil Deposits ◽  
Load Tests ◽  
The Cost

The design of the industrial port of Sepetiba, 50 km south of Rio de Janeiro, Brazil, required a detailed evaluation of the underlying soft soil deposits. Initially, on the basis of laboratory tests, it was proposed to remove approximately 3.7 × 106 m3 of the very soft deposits in the stockpile area by dredging and substitute with hydraulic sand fill. Subsequently, in view of the cost of such a measure, a large program of field investigations was initiated to study the in situ characteristics of the soft clay to evaluate whether replacement of this material and (or) ground improvement was necessary. As part of this investigation, two large identically instrumented test fills (test fills B and D), each 65 m2 in plan and 5 m high, with 3:1 slopes were constructed. Test fill B was constructed over natural ground, whereas the subsoil beneath test fill D was treated with stone columns. The instrumentation for each test fill consisted of piezometers, deep settlement plates, surface settlement plates, and inclinometers. This paper provides a description of the field investigations, observations on installation of stone columns, analysis of instrumentation, a comparison of the behaviour of the two test fills, and a discussion on load tests on individual stone columns. Key words : case history, embankment, ground improvement, instrumentation, soft clay, stone columns.

scholarly journals Physical Modeling of Stone Columns in Unsaturated Soil Deposits

2019 ◽  
Vol 43 (1) ◽  
pp. 20170405
Author(s):  
Sajjad Vaseghi Maghvan ◽  
Reza Imam ◽  
John S. McCartney
Keyword(s):  
Unsaturated Soil ◽  
Physical Modeling ◽  
Stone Columns ◽  
Soil Deposits

scholarly journals The Impact of Using Different Types of Soft Soils Treated by Stone Columns on Creep Behavior

2022 ◽  
Vol 961 (1) ◽  
pp. 012052
Author(s):  
Sura Tawfeeq Al-Auqbi ◽  
Nahla M. Salim ◽  
Mahmood R. Mahmood
Keyword(s):  
Soft Soil ◽  
Horizontal Displacement ◽  
Cohesive Soil ◽  
Stone Columns ◽  
Stone Column ◽  
Geometric Conditions ◽  
Improvement Factor ◽  
Soil Deposits ◽  
Different Types ◽  
The Impact

Abstract The stone column technique is an effective method to increase the strength of soft cohesive soil, which results in a reduction in foundation settlement and an increase in bearing capacity. The topic of restraining creep settlement through the use of stone columns techniques has gained increasing attention and consideration; because stone columns are widely used to treat soft soil deposits, caution should be applied in estimating creep settlement. We discovered a reversible relation between shear parameters and the creep settlement in floating stone columns; while, in case of end-bearing stone columns shows a direct positive relation between shear parameters and the creep settlement, and the creep settlement began at the primary settlement. The shear parameters affected the improvement factor (n) of creep settlement in both floating and end-bearing stone columns. The standard creep coefficient’s n values in floating and end-bearing conditions were more significant than the low creep coefficient’s n values in forwarded geometric conditions. The stress in both floating and end-bearing stone columns was increasing and uniformly distributed along the length of the floating stone column and in the case of end-bearing stone column was limited to the stiffness layer; the maximum vertical stress was in the central point of the embankment. The embankment’s maximum horizontal displacement occurred on the edge.

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