Freeze-thaw behavior of calcium carbide residue-plant ash stabilized marine soft clay

2021 ◽  
pp. 103432
Author(s):  
Chuanxin Du ◽  
Qing Yang
Keyword(s):  
Soft Clay ◽  
Calcium Carbide ◽  
Freeze Thaw ◽  
Calcium Carbide Residue ◽  
Plant Ash

Properties of lightweight alkali activated controlled Low-Strength material using calcium carbide residue – Fly ash mixture and containing EPS beads

2021 ◽  
Vol 297 ◽  
pp. 123769
Author(s):  
Saofee Dueramae ◽  
Sasipim Sanboonsiri ◽  
Tanvarat Suntadyon ◽  
Bhassakorn Aoudta ◽  
Weerachart Tangchirapat ◽  
...  
Keyword(s):  
Fly Ash ◽  
Calcium Carbide ◽  
Calcium Carbide Residue ◽  
Strength Material ◽  
Low Strength ◽  
Controlled Low Strength Material ◽  
Alkali Activated

scholarly journals Parametric study on the behaviour of bagasse ash-calcium carbide residue stabilized soil

2018 ◽  
Vol 195 ◽  
pp. 03015
Author(s):  
John Tri Hatmoko ◽  
Hendra Suryadharma
Keyword(s):  
Calcium Carbide ◽  
Friction Angle ◽  
Tensile Tests ◽  
Peak Strength ◽  
Compression Tests ◽  
Exchange Reactions ◽  
Short Term ◽  
Calcium Carbide Residue ◽  
Stabilized Soil ◽  
Strength And Stiffness

A series of experiments including unconfined compression tests, three-axial tests, compaction tests, and split tensile tests were undertaken to investigate the influence of compaction parameters on the behaviour of bagasse ash-calcium carbide residue stabilized soil. A preliminary study on soil with the addition of 4%, 6%, 8%, 10%, and 12% calcium carbide residue established that the lime fixation point (LFP) was 4%. Then 9% bagasse ash was added to soil with 4% calcium carbide residue, and the cation exchanges and pozzolanic reactions were investigated. The addition of calcium carbide residue to bagasse ash stabilized soil caused short-term changes due to cation exchange reactions, including an increase in the friction angle and cohesion in the stabilized soil. In addition, due to the short-term reaction, the maximum stiffness in three-axial tests occurred in the samples moulded with less than their optimum moisture content (OMC), whereas the peak strength occurred in the samples moulded at their OMC. After a 28-day curing period, pozzolanic reactions improved significantly the three-axial peak strength and stiffness of the stabilized soil, and the maximum three-axial shear strength and stiffness occurred in the samples prepared below their OMC.

scholarly journals Multi-scale laboratory evaluation of the physical, mechanical, and microstructural properties of soft highway subgrade soil stabilized with calcium carbide residue

2016 ◽  
Vol 53 (3) ◽  
pp. 373-383 ◽  
Author(s):  
Ning-Jun Jiang ◽  
Yan-Jun Du ◽  
Song-Yu Liu ◽  
Ming-Li Wei ◽  
Suksun Horpibulsuk ◽  
...  
Keyword(s):  
Particle Size ◽  
Size Distribution ◽  
Calcium Carbide ◽  
Clayey Soils ◽  
Microstructural Properties ◽  
Curing Time ◽  
Multi Scale ◽  
Calcium Carbide Residue ◽  
Mechanical And Microstructural Properties ◽  
Highway Embankment

Calcium carbide residue (CCR) is an industrial by-product, stockpiles of which are rapidly accumulating worldwide. Highway embankment construction has been identified as an avenue to consume huge quantities of CCR as an economical, less energy intensive, and environmentally friendly chemical additive for soil stabilization. Previous studies have investigated the mechanical behavior of soils stabilized by CCR or blends of CCR with other additives; however, interpretation of the macroscale geomechanical behavior of CCR-stabilized soft soils from a systematically microstructural observation and analysis is relatively unknown. This paper presents a multi-scale laboratory investigation on the physical, mechanical, and microstructural properties of CCR-stabilized clayey soils with comparison to quicklime-stabilized soils. Several series of tests were conducted to examine the Atterberg limits, particle-size distribution, compaction characteristics, unconfined compressive strength, California Bearing Ratio, and resilient modulus of the CCR-stabilized clayey soils. The influences of binder content, curing time, and initial compaction state on the physical and mechanical properties of treated soils are interpreted with the aids of physicochemical and microstructural observations including soil pH, soil mineralogy obtained from X-ray diffraction and thermogravimetric analysis, and pore-size distribution obtained from mercury intrusion porosimetry. Soil particle flocculation and agglomeration at the early stage and pozzolanic reactions during the entire curing time, which originate from the finer particle size, greater specific surface area, and higher pH value of CCR, are the controlling mechanisms for the superior mechanical performance of CCR-stabilized soils. The outcomes of this research will contribute to the usage of CCR as a sustainable and alternative stabilizer to quicklime in highway embankment applications.

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