WO2020136664A1 - Procédé de réduction du gonflement de sols expansifs renforcés par pieux granulaires - Google Patents

Procédé de réduction du gonflement de sols expansifs renforcés par pieux granulaires Download PDF

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Publication number
WO2020136664A1
WO2020136664A1 PCT/IN2019/000037 IN2019000037W WO2020136664A1 WO 2020136664 A1 WO2020136664 A1 WO 2020136664A1 IN 2019000037 W IN2019000037 W IN 2019000037W WO 2020136664 A1 WO2020136664 A1 WO 2020136664A1
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Prior art keywords
pile
granular
swelling
soil
expansive
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PCT/IN2019/000037
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English (en)
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Kundan MESHRAM
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    • E—FIXED CONSTRUCTIONS
    • E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D3/00—Improving or preserving soil or rock, e.g. preserving permafrost soil
    • E02D3/02—Improving by compacting
    • E02D3/08—Improving by compacting by inserting stones or lost bodies, e.g. compaction piles

Definitions

  • the present invention relates to method of reducing swelling of expansive soils without and with granular pile.
  • Granular piles also known as stone columns
  • the technique of soft soil improvement by installation of granular piles is popular to marshy lands, marine clays, loose sand, silty or clayey sand, and compressible soils.
  • Granular piles not only strengthen the load bearing capacity of the ground but reduce the settlement, improve the drainage and overall stability. They are most effective in clayey soils having undrained shear strength ranging from 7-50 kPa (IS: 15284 (Part- 1):2003).
  • Many investigators have reported that installation of granular pile in expansive soils have positive effect in enhancing the load carrying capacity (Hughes and Withers 1974; Priebe 1995; Black et al. 2006; Guetifet al.
  • Fig. I The swelling potential of the untreated soil with an initial moisture content of 14% at dry unit weights yj of 13.0, 14.0 and 15.0 kN/m 3 were found to be 6%. 9% and 14% respectively.
  • the swelling potential of the soil was increased with an increase in its dry unit weight. This is because, as yj is high, the number of panicles in the expansive soil is more. Greater surface area was thus available which gives greater scope for accumulation of water around the soil particles and a consequential increase in swelling.
  • Aparna et al. (2014) have observed reduction in swelling of black cotton soil by using granular pile/sand column at different water content.
  • the test beds were prepared at different water contents 14. 18, 22.26,30,36,40 and 44%. The results indicated that higher diameter of sand column reduced more swelling as compare to lower diameter. Soil with high initial moisture content showed less swelling than that with low initial moisture content. At 44% water content, no swelling was observed in the soil.
  • a vertical sub-structural element installed in-situ by ground improvement techniques (replacement, displacement, and/or mixture with chemical agents), that carries the load of the super-structure or earth structure with surrounding soil and transmits it to geo-media around and/or below, through compression, shear or rotation (Han 2015).
  • it is known as granular piles or stone columns.
  • Granular piles are the most natural and ecologically neutral foundation system in existence. Granular piles consist natural material like river sand, gravel, stone or stone chips with sand etc.
  • the construction of granular pile is done by two methods namely displacement method, in which the soil is laterally pushed or shifted while making the hole and the non- displacement method in which the in place soil is taken out during boring to make the hole.
  • displacement method in which the soil is laterally pushed or shifted while making the hole
  • non- displacement method in which the in place soil is taken out during boring to make the hole.
  • the non displacement method is also known as replacement method.
  • Granular piles should be installed preferably in an equilateral triangular pattern which gives the densest packing, although a square pattern may also be used.
  • a typical layout in an equilateral triangular pattern and square pattern are shown in Fig.2. IS 15284(Part-l):2003.
  • the equivalent circle has an effective diameter of D e ::: l .05 s and similarly for a square grid D e “ 1.13 s where“s” is the spacing of granular piles IS 15284(Part-l): 2003.
  • Fig. 1 is Concept of granular pile anchor and forces acting on a granular pile anchor (After Rao and Padmavathi 2010)
  • Fig.2 is Arrangements of granular piles (After IS 15284(Part-l):2003)
  • Fig. 3 is Experimental setup of without pile
  • Fig. 4 is Experimental setup of with granular pile
  • Swelling is governed by various factors such as variation in moisture content, type of soil, type of clay mineral, dry density etc.
  • Granular pile may be construct in any season at field.
  • the variable parameters were: (i) Initial moisture content in soil soil ( Wi) (ii) s/d ratio (V is die spacing between piles, and‘ ⁇ f is the effective influence diameter of the granular pile) (iii) Relative density of the granular soil (D r ).
  • a granular pile should have length equal to or more than critical length for developing full limiting axial stress in it and as per this code this value should be nearly 4 d (d ::: diameter of the pile).
  • Quantity of soil was taken corresponding to initial moisture content i.e. 15%. 17% and 20%, and their dry unit weight for different expansive soils as given in Table 5.
  • a casing pipe having an outer diameter equal to the diameter of the granular pile and an auger were used to install the granular pile at the center of top surface by replacement method.
  • Thin open-ended seamless steel pipes of 25mm. 32mm, and 48mm outer diameters were used. While inserting the auger or pipe the disturbance should not be caused in the clay bed.
  • Outer surface of the pipe and auger was lubricated by applying a thin layer of grease for easy withdrawal without any significant disturbance to the surrounding soil.
  • Granular material i.e. sand is filled into the hole in layers in measured quantities and then compacted by tamping rod.
  • Tests were conducted for all the test mould prepared with different water contents, s/d ratio and relative densities of the granular material.
  • Test Series TSI Three test series were conducted for swelling of expansive soils reinforced with granular pile. These are TS I , TS2 and TS3 for s/d values of 2, 3 and 4 respectively.
  • Test Series TSI Three test series were conducted for swelling of expansive soils reinforced with granular pile. These are TS I , TS2 and TS3 for s/d values of 2, 3 and 4 respectively.
  • Test Series TSI Three test series were conducted for swelling of expansive soils reinforced with granular pile. These are TS I , TS2 and TS3 for s/d values of 2, 3 and 4 respectively. Test Series TSI :
  • test variable related to soil was (a) initial moisture content and those related to pile were (b) s/d ratio, and (c) relative density of pile material.
  • the swelling of plain soil test bed or the composite material i.e. the soil reinforced with granular pile was noted by replacement method. The discussion on the results of the tests is presented in following manner:
  • D r of sand affect the reduction in swelling of expansive soils.
  • the granular pile at high D t produces more reduction in swelling than that at low D r . It may be explained due to the fact that sand ofhigher relative density develops, large friction with the surrounding soil than that of the lower relative density.
  • Recent invention revealed that installation of granular piles in expansive soils reduces swelling of the composite ground.
  • Swelling of expansive soils is serious concern to the field engineers as many lightly loaded structures, building components, roads etc. constructed on expansive soils fiul due to significant up lift pressure exerted by the soil.
  • Present invention has clearly established that swelling reduces significantly by the installation of granular piles. Under different initial moisture conditions, spacing between the piles and densities of the pile material; a soil bed reinforced with granular pile reduces swelling; the magnitude of which may depend on soil and pile characteristics.
  • the results of the present invention will build confidence in practicing engineers and researchers to use and recommend the technique of granular piles to mitigate the problems associated with construction in expansive soil areas.

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  • Engineering & Computer Science (AREA)
  • Life Sciences & Earth Sciences (AREA)
  • Structural Engineering (AREA)
  • Agronomy & Crop Science (AREA)
  • Environmental & Geological Engineering (AREA)
  • Soil Sciences (AREA)
  • General Life Sciences & Earth Sciences (AREA)
  • Mining & Mineral Resources (AREA)
  • Paleontology (AREA)
  • Civil Engineering (AREA)
  • General Engineering & Computer Science (AREA)
  • Investigation Of Foundation Soil And Reinforcement Of Foundation Soil By Compacting Or Drainage (AREA)

Abstract

La présente invention concerne un procédé de réduction du gonflement de sols expansifs par une technique de pieux granulaires. La présente étude comprend les variables suivantes, le contenu d'humidité initial W i , l'espacement entre pieux (exprimé par le rapport s/d; s = l'espace entre pieux et d = diamètre du pieu) ainsi que la densité relative du matériau formant le pieu granulaire. Trois teneurs en humidité initiales sont de 15 %, 17 % et 20 %, trois valeurs de rapport s/d 2, 3 et 4, et deux densités relatives de sable (D r ) 50 % et 70 % ont été sélectionnées. Des pieux granulaires de différents diamètres ont été installés dans des lits d'argile préparés dans des moules cylindriques modèles. La réduction du gonflement de sols expansifs due à l'installation de pieu dépend de W i , du rapport s/d et de la densité relative (D i ) du matériau de pieu granulaire.
PCT/IN2019/000037 2018-12-27 2019-12-18 Procédé de réduction du gonflement de sols expansifs renforcés par pieux granulaires Ceased WO2020136664A1 (fr)

Applications Claiming Priority (2)

Application Number Priority Date Filing Date Title
IN201811049299 2018-12-27
IN201811049299 2018-12-27

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WO2020136664A1 true WO2020136664A1 (fr) 2020-07-02

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Cited By (3)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN113447328A (zh) * 2021-06-17 2021-09-28 河海大学 一种大三轴试验用碎石芯复合试样的制备装置及制备方法
CN113686728A (zh) * 2021-07-16 2021-11-23 太原市玉磊预拌混凝土有限公司 一种可变压振动最大干密度测量方法
CN114441435A (zh) * 2022-04-07 2022-05-06 水利部交通运输部国家能源局南京水利科学研究院 模拟原应力状态砂土的无填料振冲试验装置及试验方法

Citations (1)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
WO2018116313A1 (fr) * 2016-12-20 2018-06-28 Meshram Kundan Procédé de réduction de la pression de gonflement des sols expansifs en les renforçant par des piliers granulaires

Patent Citations (1)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
WO2018116313A1 (fr) * 2016-12-20 2018-06-28 Meshram Kundan Procédé de réduction de la pression de gonflement des sols expansifs en les renforçant par des piliers granulaires

Cited By (5)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN113447328A (zh) * 2021-06-17 2021-09-28 河海大学 一种大三轴试验用碎石芯复合试样的制备装置及制备方法
CN113447328B (zh) * 2021-06-17 2022-08-05 河海大学 一种大三轴试验用碎石芯复合试样的制备装置及制备方法
CN113686728A (zh) * 2021-07-16 2021-11-23 太原市玉磊预拌混凝土有限公司 一种可变压振动最大干密度测量方法
CN114441435A (zh) * 2022-04-07 2022-05-06 水利部交通运输部国家能源局南京水利科学研究院 模拟原应力状态砂土的无填料振冲试验装置及试验方法
CN114441435B (zh) * 2022-04-07 2022-06-28 水利部交通运输部国家能源局南京水利科学研究院 模拟原位应力状态砂土的无填料振冲试验装置及试验方法

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