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Reinforced Sandy Piles for Low-Rise Buildings

International Scientific Conference Urban Civil Engineering and Municipal Facilities,
SPbUCEMF-2015

Maltseva Tatyana*, Nabokov Alexander, Chernykh Anastasia
Tyumen State University of Architecture and Civil Engineering, st. Lunacharskogo 2, Tyumen, Russia
Abstract
At present a number of techniques for artificial strengthening weak foundation soils have been developed and implemented, most
of them having poor efficiency due to expensive materials and equipment used. Therefore, studying and developing new ways to
improve soil bearing capacity is an urgent task. The paper presents the experimental study of one of the ways to improve soil
bearing capacity and stability through introduction of a sandy pile reinforced vertically along the contour with a geosynthetic
permeable element (geogrid CCP 30/30 – 2.5). A technique for determining the temporal strain condition of the given structure
has been developed after the linear theory of viscoelasticity. Theoretical calculations for the vertical movements of the pile body,
comparable with the results of in-situ tests are presented.
© 2015 The Authors. Published by Elsevier Ltd.
Peer-review under responsibility of the organizing committee of SPbUCEMF-2015.
Keywords: Foundation, reinforced sandy pile, to improve soil bearing capacity, stress-strain condition, viscoelasticity.

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      Geotechnical Design of Bottom Fixed OWT Foundation
      فایل پی دی اف در 61 اسلاید

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      Geotechnical earthquake design of foundation for OWTs
      فایل پی دی اف در 30 اسلاید

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      Improved performance of soft clay foundations using stone columns and geocell-sand mattress
      Sujit Kumar Dash a, *, Mukul Chandra Bora b
      a Department of Civil Engineering, Indian Institute of Technology Kharagpur, Kharagpur 721 302, India
      b Department of Civil Engineering, Indian Institute of Technology Guwahati, Guwahati 781 039, India
       
      a r t i c l e i n f o
      Article history:
      Received 23 November 2012
      Received in revised form
      23 August 2013
      Accepted 31 August 2013
      Available online 21 September 2013
      Keywords:
      Foundation
      Geosynthetics
      Stone columns
      Ground improvement
       
      a b s t r a c t
      A series of experiments have been carried out to develop an understanding of the performance
      improvement of soft clay foundation beds using stone column-geocell sand mattress as reinforcement. It
      is found that with the provision of stone columns, of adequate length and spacing, about three fold
      increases in bearing capacity can be achieved. While with geocell-sand mattress it is about seven times
      that of the unreinforced clay. But if combined together, the stone column-geocell mattress composite
      reinforcement, can improve the bearing capacity of soft clay bed as high as by ten fold. The optimum
      length and spacing of stone columns giving maximum performance improvement are, respectively, 5
      times and 2.5 times of their diameter. The critical height of geocell mattress can be taken equal to the
      diameter of the footing, beyond which, further increase in bearing capacity of the composite foundation
      bed is marginal.
       
      بهبود عملکرد ستونهای سنگی با یک لایه ژیوسل در بخش فوقانی

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      Heave Behavior of Granular Pile Anchor-Foundation (GPA-Foundation) System in Expansive Soil
      Original Article, D33
      Ibrahim S.F., Aljorany A.N. and Aladly A.I.
      J. Civil Eng. Urban. 4(3): 213-222. 2014
      ABSTRACT: Granular Pile Anchor (GPA) is one of the innovative foundation techniques, devised for mitigating heave of footing resulting from the expansive soils. This research attempts to study the heave behavior of (GPA-Foundation System) in expansive soil. Laboratory tests have been conducted on an experimental model in addition to a series of numerical modelling and analysis using the finite element package PLAXIS software. The effects of different parameters, such as (GPA)length (L) and diameter (D), footing diameter (Df), expansive clay layer thickness (H) and presence of non-expansive clay are studied. The results proved the efficiency of GPA in reducing the heave of expansive soil and showed that the heave can be reduced with increasing length and diameter of GPA. The heave of (GPA-Foundation System) is controlled by three independent variables these are (L/D) ratio, (L/H) ratio and (Df/D) ratio. The heave can be reduced by up to (38 %) when (GPA) is embedded in expansive soil layer at (L/H=1) and reduced by about (90 %) when GPA is embedded in expansive soil and extended to non-expansive clay (stable zone) at (L/H=2) at the same diameter of GPA and footing. An equation (mathematical mode1) was obtained by using the computer package (SPSS 17.0) for statistical analysis based on the results of finite element analysis relating the maximum heave of (GPA-Foundation System) as a function of the above mentioned three independent variables with coefficient of regression of (R2 = 92.3 %).
      Keywords: Expansive Soil; Sand; Heave; Granular Pile Anchor (GPA); Foundation; PLAXIS; Finite Element.
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