Asian Center for Soil Improvement & Geosynthetic (ACSIG)


Discover the renowned Asian Center for Soil Improvement and Geosynthetics (ACSIG), your premier destination for cutting-edge research, innovative technological education, expert consultancy services, and comprehensive testing in ground improvement and geosynthetics.

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To pioneer transformative advancements in soil improvement and geosynthetics research, fostering sustainable solutions and global innovation in infrastructure development.


  1. Conducting pioneering research in soil improvement and geosynthetics to enhance infrastructure resilience.
  2. Providing high-quality technological education to cultivate experts and leaders in the field.
  3. Offering expert consultancy services to address real-world challenges and provide innovative solutions.
  4. Conducting comprehensive testing to ensure the efficacy and safety of ground improvement and geosynthetic applications.
  5. Collaborating with partnerships to promote sustainable practices and advance the industry’s standards worldwide.

Focus Areas

The Asian Center for Soil Improvement and Geosynthetics (ACSIG) is distinguished for innovative contributions to soil improvement and geosynthetics. ACSIG excels in cutting-edge research, providing advanced technological education, expert consultancy services, and comprehensive testing in ground improvement and geosynthetics. Their expertise spans various focus areas, including soil stabilization, geosynthetic materials development, and sustainable infrastructure solutions, and they offer specialized services such as consultancy, testing, and educational programs. ACSIG’s dedication to innovation and sustainable practices underscores its pivotal role in advancing knowledge and solutions in soil improvement and geosynthetics, impacting infrastructure development globally.


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Featured Projects

Evaluation of jet grouting design and construction methods for TBM launching and arrival

Abstract: In Bangkok, Thailand, the soils consist of a layer of soft clay underlain by interlayers of stiff clay and sand. The groundwater level is often observed a few meters below the ground surface. Unexpected incidents, such as water inflow from the sand aquifers and excessive deformation from the soft clay, could occur during TBM breakthroughs in such soil conditions. The jet grouting technique is commonly utilized for ground improvement to avoid these issues. This paper focuses on an evaluation of jet grouting design and construction methods related to water leakage issues for TBM breakthroughs. The design and construction data collected from the MRTA Orange Line East Project in Bangkok, Thailand, were used to evaluate key jet grouting design and construction parameters for TBM launching and arrival. A large-diameter jet grouting technique was used to form jet grouted blocks at the TBM launching and arrival areas. Regarding the design method, it was found that the cohesion of the jet grouting mixture is one of the key parameters that affect the jet grouted block dimension. The permeability and dimension of the jet grouted block are also essential design parameters when the tunnel is subjected to high water pressure at a greater depth. Regarding the construction method, it was concluded that to minimize construction issues a combination of many construction techniques, such as jet grouting, sealing rings, concrete blocks, and flood of the chamber, should be applied to provide safer TBM breakthroughs.

Principal Investigator: Wittawat Tueyot, Kuo Chieh Chao, Ricky K.N. Wong, Morris Wang

Partner organizations: Sanshin Construction (Thailand) Co., Ltd., Bangkok, Thailand
ISEKI Engineering (Thailand) Co., Ltd., Bangkok, Thailand

For more details, Link

Effect of Vacuum-PVD Improvement on Areas With and Without Filled-Up Canal at the Suvarnabhumi Airport’s Third Runway Project

Abstract: There has been a significant increase in the number of travelers using Suvarnabhumi International Airport, leading to an expansion project known as the 3rd Runway extension. The extension area was previously used for agriculture and swamp farming, with ponds and artificial canals nearby. However, due to the weak soil and high compressibility in the area, ground improvement was necessary. Vacuum PVD preloading was used to address these ground problems.
The ground improvement project along the taxiway area involved backfilling in an existing canal in zone 29 and regular vacuum improvement in zone 27. The study aimed to compare the effects of improvement in with and without canal. It was divided into three main parts: field investigation, laboratory testing, and geotechnical analysis. In the field investigation, total five boreholes and three vane shear tests were conducted in both zones. The laboratory testing included water content, atterberg limit, and 1D consolidation tests on retrieved samples. In Geotechnical analysis, compared the pre- and post-improvement in both zones, and it was found that there was a significant change in soil properties from soft-medium stiff clay to medium stiff clay. Further comparison between the post-improvement within and without the canal area showed that the soil properties were different, with higher compressibility parameter and lower shear strength within the canal area compared to those without. A correlation analysis was conducted between undrained shear strength from a vane shear test and liquidity index, but the correlation was found to be very weak (r2=0.0296). The degree of consolidation was estimated using Asaoka’s, Hyperbolic and Hansbo’s methods. Additionally, the Ch value was back-calculated using kh/ks=4 and ds/dm=2 from both zones, resulting in a range of 3.49 to 3.87 m2/year. Numerical analysis was performed for both zones and calibrated with field data. The calibrated model for zone 27 was used to investigate the effect of changing PVD design on improvement time and settlement rate. Results showed that PVD spacing had a significant impact on settlement rate. The calibrated model for zone 29 showed that soil behavior differed between the canal area and aside of the canal area under different loading conditions. Within the canal area, there was a high volumetric strain with less effective stress, whereas aside of the canal area, the mean effective stress was high with less volumetric strain. This result in higher deformation in the canal area compared to aside of canal area.