Evaluation of Property Changes in Surrounding Clays due to Installation of Deep Mixing Columns

Shen, Shui-Long; Miura, Norihiko; Han, Jie; Koga, H.

doi:10.1061/40663(2003)35

Cited by 14 publications

(4 citation statements)

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“…As shown in Figure 2 also, the unconfined compressive strength of samples after 3 days of curing for both dry and wet mixing method is about 160 and 259 kPa, respectively, that is much higher than the unconfined compressive strength of natural soft clay sample of 41 kPa. This implies that the recovery of strength of cement mixed clay after mixing is progressed very fast which was also consistent with results studied by Shen et al (2003). This strength recovery is attributed by a combination of cementation (pozzolanic reaction), exrothemic hydration process.…”

Section: Properties Of Natural Soft Claysupporting

confidence: 90%

Experimental study on strength of cement stabilized clay

Kim¹,

Tâm²,

Jung³

2005

Journal of Engineering, Design and Technology

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This paper describes the effect of factors on the strength characteristics of cement treated clay from laboratory tests performed on cement mixed clay specimens. It is considered that several factors such as soil type, sample preparing method, quantity of binder, curing time, etc. can have an effect on strength characteristics of cement stabilized clay. A series of unconfined compression tests have been performed on samples prepared with different conditions. The results indicated that soil type, mixing method, curing time, dry weight ratio of cement to clay (Aw), and water‐clay to cement (wc/c) ratio were main factors which can have an influence on unconfined compressive strength, modulus of elasticity, and failure strain of cement stabilized clay. Unconfined compressive strength of soil‐cement samples prepared from dry mixing method was higher than those prepared from wet mixing method.

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Section: Properties Of Natural Soft Claysupporting

confidence: 90%

Experimental study on strength of cement stabilized clay

Kim¹,

Tâm²,

Jung³

2005

Journal of Engineering, Design and Technology

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“…This behaviour has been shown previously for displacement piles by Massarsch and Broms (1977), , and Asaoka et al (1994). The hydraulic fracturing of soils due to deep mixed columns by Shen et al ( , 2004 and in grouting applications by Gottardi et al (2008) and Marchi et al (2013) is also well documented.…”

Section: Porewater Pressuresupporting

confidence: 77%

Geosynthetic reinforced column supported embankments and the role of ground improvement installation effects

King

Bouazza

Gniel³

et al. 2018

Can. Geotech. J.

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For geosynthetic reinforced column supported embankments (GRCSE) supporting a high embankment, lateral forces associated with lateral sliding and embankment stability often govern the acceptability of a given design under serviceability conditions. Frequently, the complex soil–structure–geosynthetic interaction, the size, and the three-dimensional nature of a GRCSE necessitate the use of numerical analysis to assess embankment performance relative to serviceability criteria. However, traditional finite element method techniques used to model serviceability behaviour are limited in their ability to model the geotechnical mechanisms associated with column installation, equilibration, and group installation effects. These installation effects are examined herein based on a GRCSE field case study located in Melbourne, Australia, that has been extensively instrumented. The role that these installation effects have on the performance of the GRCSE is highlighted and the behaviour of the columns supporting the embankment is emphasized. It is shown that cracking of the unreinforced columns supporting the embankment is likely inevitable and that the reduction of lateral resistance provided by the columns should be accounted for in design. The suitability of various numerical approaches currently used in design to model the columns supporting the GRCSE, and the embankment itself, are discussed and recommendations are made.

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“…This can be mainly attributed to the increasing strength gain of the material [41], which is in agreement with the results of development in unconfined compressive strength with time as indicated above. of clay, and hence, clay-cement clusters become larger, as shown in Figures 10c and 10d for 60 and 90 days, respectively, because the cation exchange process, which results in Ca 2+ ions replacing K + cations on the illite particle surface, leading to a decrease in repulsion between successive diffused double layers and more edge-to-face contracts between the successive illite sheets [39,40]. The increase of ettringite of clay-cement particles or clusters can be attributed to an increase in the amount of CSH and a decrease in the number of void spaces, causing increased bonding between the clusters.…”

Section: Microstructure Of Cement-admixed Clays With and Without Pozz...mentioning

confidence: 99%

“…With a t c larger than 28 days (Figure 10b), the degrees of hydration and pozzolanic reactions continuously increase, resulting in more products of ettringites by growing from the cement grain connect clay clusters interspersed by large pores and filling voids between the particles by growing hydrates. In the long term, more CSH products are formed and surround the particles of clay, and hence, clay-cement clusters become larger, as shown in Figures 10c and 10d for 60 and 90 days, respectively, because the cation exchange process, which results in Ca 2+ ions replacing K + cations on the illite particle surface, leading to a decrease in repulsion between successive diffused double layers and more edge-to-face contracts between the successive illite sheets [39,40]. The increase of ettringite of clay-cement particles or clusters can be attributed to an increase in the amount of CSH and a decrease in the number of void spaces, causing increased bonding between the clusters.…”

Section: Microstructure Of Cement-admixed Clays With and Without Pozz...mentioning

confidence: 99%

Investigation of Strength and Microstructural Characteristics of Blended Cement-Admixed Clay with Bottom Ash

et al. 2023

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This research presents an experimental study of the strength and microstructural characteristics of cement-bottom ash-admixed Bangkok clay, paying special attention to the efficiency of adding up the bottom ash (BA) of different finesses as a cementitious material and the role played by BA in enhancing the strength of the mixture. The obtained results were discussed with cemented clay mixed with other industrial ashes (i.e., fly ash and risk husk ash). The pozzolanic reaction and packing effect of BA on strength development were also discussed with tests of mixtures with insoluble material. The experimental study was performed through unconfined compression (UC), thermogravimetric analysis (TGA), and scanning electron microscopy (SEM) tests. The obtained results demonstrate that the BA could be advantageously supplemented as cementitious material into the cement-admixed clay mixture to improve the strength characteristic. The finer particle size of BA could be beneficial for achieving a high strength due to the pozzolanic reaction and packing effects. By adding up a BA content of larger than 15% when the base cement content is not less than 20%, the strength of the mixture increased efficiently with the increasing BA content. Compared with fly ash of a similar grain size, the higher efficiency of BA is obtained when a BA content of greater than 15% is considered. Finally, the microstructure and changes in elemental composition/distribution were analyzed by TGA and SEM tests to explain the mechanism to improve the strength of cement–BA-admixed clay.

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Evaluation of Property Changes in Surrounding Clays due to Installation of Deep Mixing Columns

Cited by 14 publications

References 0 publications

Experimental study on strength of cement stabilized clay

Experimental study on strength of cement stabilized clay

Geosynthetic reinforced column supported embankments and the role of ground improvement installation effects

Investigation of Strength and Microstructural Characteristics of Blended Cement-Admixed Clay with Bottom Ash

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