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Journal articles on the topic 'Bangkok Clay'

Author: Grafiati

Published: 9 March 2023

Last updated: 10 March 2023

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1

Ratananikom, Wanwarang, Siam Yimsiri, Fumihiko Fukuda, and Suched Likitlersuang. "Failure Surface and Plastic Potential in Deviatoric Plane of Bangkok Clay." Applied Mechanics and Materials 256-259 (December 2012): 256–60. http://dx.doi.org/10.4028/www.scientific.net/amm.256-259.256.

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This paper presents an experimental investigation on the failure surface and plastic potential in deviatoric plane of Bangkok Clay. The results of torsional shear hollow cylinder and triaxial tests with various principal stress directions and magnitudes of intermediate principal stress on undisturbed Bangkok Clay specimens are presented. The obtained stress-strain behaviors assert clear evidences of anisotropic characteristics of Bangkok Clay. Both failure surface and plastic potential in deviatoric plane of Bangkok Clay are demonstrated as isotropic and of circular shape (Drucker-Prager type) which implies an associated flow rule. Concerning the behavior of Bangkok Clay found from this study, the discussions on the effects of employed constitutive modeling approach on the resulting numerical analysis are made.

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2

Tanaka, Hiroyuki, Jacques Locat, Satoru Shibuya, Tan Thiam Soon, and Dinesh R. Shiwakoti. "Characterization of Singapore, Bangkok, and Ariake clays." Canadian Geotechnical Journal 38, no. 2 (April 1, 2001): 378–400. http://dx.doi.org/10.1139/t00-106.

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A soil investigation was carried out at two sites in Singapore and Bangkok, Southeast Asia, and the results were compared with those from a site in Ariake, Japan. Soil samples at all the sites were retrieved using the Japanese sampling method to nullify the effect of sampling on sample quality. From the laboratory tests, consolidation characteristics and undrained shear strength were measured. In addition to the mechanical tests, X-ray diffraction and scanning electron microscope tests were carried out to identify clay minerals and to study their microstructure. Great differences in physical and mechanical properties of these clays were observed, which may be attributed to the difference in their clay mineral components and variation in the sedimentation environment.Key words: site investigation, marine clay, undrained shear strength, anisotropy, consolidation, clay mineral.

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3

Abuel-Naga, H. M., D. T. Bergado, A. Bouazza, and G. V. Ramana. "Volume change behaviour of saturated clays under drained heating conditions: experimental results and constitutive modeling." Canadian Geotechnical Journal 44, no. 8 (August 2007): 942–56. http://dx.doi.org/10.1139/t07-031.

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One of the essential features of thermomechanical behaviour of saturated fine-grained soils is the thermally induced volume change occurring under a drained heating condition. In this study, a modified oedometer apparatus, able to handle temperatures up to 100 °C, was used to investigate the thermally induced volume change behaviour of soft Bangkok clay. The results of this experimental study provide additional experimental evidence and insights that may enhance the understanding of volume change behaviour of saturated clays at elevated temperatures. This paper also introduces an isotropic thermoelastoplastic constitutive model that closely predicts the thermally induced volume change behaviour of saturated clay specimens under normally consolidated conditions as well as overconsolidated conditions obtained by unloading process in the temperature range of 20–95 °C. Two yield limits, namely: loading yield limit and thermal yield limit, each of which can be measured from simple experimental results, are proposed to capture the volumetric plastic strain behaviour induced either by mechanical or thermal loading (or any combination thereof). The capability of the proposed model has been verified against experimental results obtained on soft Bangkok clay as well as on two other clays (Boom clay and MC clay) as reported in the literature.

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4

Horpibulsuk, Suksun, Satoru Shibuya, Kittitep Fuenkajorn, and Wanchai Katkan. "Assessment of engineering properties of Bangkok clay." Canadian Geotechnical Journal 44, no. 2 (February 1, 2007): 173–87. http://dx.doi.org/10.1139/t06-101.

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Due to the effect of structure, Bangkok clay is stable in a metastable state. Its void ratio, e, is the summation of the void ratio sustained by the intrinsic fabric, eR, and the additional void ratio due to the structure, es. The intrinsic state line (eR versus log σ′v, where σ′v is the effective vertical stress) is developed in terms of the void ratio at the liquid limit, eL. At the post-yield state, es is inversely proportional to σ′v. The residual additional void ratio, esr, which cannot be eliminated by the increase in effective vertical stress, is constant at about 0.20 for soft Bangkok clay and 0.12 for medium stiff Bangkok clay. From these findings and the ideal condition of zero compression at the pre-yield state, the field yield stress and field compression curve can be assessed. The undrained shear strength is directly related to the field yield stress, since both reflect the structure. The soil structure does not significantly influence the permeability. The permeability of the clay in structured and destructured states is identical under the same void ratio and can be determined from the generalized state parameter, e/eL. These observations result in a simple and practical method for assessment of the engineering properties of natural Bangkok clay.Key words: Bangkok clay, destructured state, compression, intrinsic state line, permeability, structured state, vane shear strength.

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5

Seah, Tian Ho, Note Sangtian, and Io Chong Chan. "Vane Shear Behavior of Soft Bangkok Clay." Geotechnical Testing Journal 27, no. 1 (2004): 1–10. http://dx.doi.org/10.1520/gtj11193.

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6

David Suits, L., TC Sheahan, TH Seah, N. Sangtian, and IC Chan. "Vane Shear Behavior of Soft Bangkok Clay." Geotechnical Testing Journal 27, no. 1 (2004): 11193. http://dx.doi.org/10.1520/gtj11266j.

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7

David Suits, L., TC Sheahan, TH Seah, and S. Koslanant. "Anisotropic Consolidation Behavior of Soft Bangkok Clay." Geotechnical Testing Journal 26, no. 3 (2003): 10174. http://dx.doi.org/10.1520/gtj11300j.

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8

Piriyakul, Keeratikan. "Strength Development of Soft Bangkok Clay Mixed with Cement." Advanced Materials Research 813 (September 2013): 391–94. http://dx.doi.org/10.4028/www.scientific.net/amr.813.391.

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This paper presents the experimental study on the strength development of soft Bangkok clay mixed with the Portland cement type 1. The soft Bangkok clay samples were mixed with 20% by weigh of Portland cement type 1 and cured for 3, 7, 14 and 28 days. Then, these samples were performed the bender element and the unconfined compression tests. The research found the relationship between Vs, G0, Su and time with the maximum values of Vs of 378.79 m/s, G0 of 224.72 MPa and Su of 403.23 kPa respectively. Moreover, the research found that Vs and G0 were directly proportional to Su.

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9

Balasubramaniam, Arumugam. "Large scaled field tests on soft Bangkok clay." Soils and Rocks 44, no. 4 (November 3, 2021): 1–23. http://dx.doi.org/10.28927/sr.2021.069921.

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In this lecture the interpretations of fully instrumented tests embankments and their role in the development of appropriate ground improvement techniques for highways, motorways and airfields on soft clay deposits is illustrated through well documented case studies in Bangkok, Thailand and Muar Flat Site in Kuala Lumpur. For the Bangkok Plain and with sand backfills the performance of embankments with different schemes of vertical drains was evaluated over a period of 25 years. Aspects such as recharging effects due to the drains, inadequate measures in maintaining vacuum during vacuum applications and possible hydraulic connections with large diameter drains are discussed. For the Muar test embankments, the role of fill strength in residual soil embankment and the field deformation analysis in separating consolidation settlement from immediate settlement and creep settlements is presented. Novel interpretations of settlement from pore pressure dissipations, secondary settlement from field measurements and decay of lateral deformation rate with time were also made.

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10

Knodel, PC, and MM Ali. "Statistical Evaluation of Bangkok Clay Shear Strength Parameters." Geotechnical Testing Journal 13, no. 3 (1990): 250. http://dx.doi.org/10.1520/gtj10164j.

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11

David Suits, L., TC Sheahan, TH Seah, and KC Lai. "Strength and Deformation Behavior of Soft Bangkok Clay." Geotechnical Testing Journal 26, no. 4 (2003): 8933. http://dx.doi.org/10.1520/gtj11260j.

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12

David Suits, L., TC Sheahan, TH Seah, B. Tangthansup, and P. Wongsatian. "Horizontal Coefficient of Consolidation of Soft Bangkok Clay." Geotechnical Testing Journal 27, no. 5 (2004): 11777. http://dx.doi.org/10.1520/gtj11777.

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13

Bergado, D. T., M. C. Alfaro, and A. S. Balasubramaniam. "Improvement of soft Bangkok clay using vertical drains." Geotextiles and Geomembranes 12, no. 7 (January 1993): 615–63. http://dx.doi.org/10.1016/0266-1144(93)90032-j.

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14

Julphunthong, Phongthorn, Thanet Thongdetsri, and Thanakorn Chompoorat. "Stabilization of Soft Bangkok Clay Using Portland Cement and Calcium Sulfoaluminate-Belite Cement." Key Engineering Materials 775 (August 2018): 582–88. http://dx.doi.org/10.4028/www.scientific.net/kem.775.582.

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The present study investigates the mechanical properties of soft Bangkok clay which was stabilized by ordinary Portland cement and calcium sulfoaluminate-belite (CSAB) cement. The CSAB cement was synthesized by using several types of industrial waste materials such as marble dust waste and flue gas desulfurization gypsum. The raw materials were mixed in designed proportion and calcined at 1,250 °C for 2 hours. The X-ray diffraction patterns suggested the clinker consists of ~58% of ye'elimite and ~35% of belite. The slurry soft Bangkok clay with liquidity index of 1.0, 1.3 and 1.5 was stabilized with ordinary Portland cement and CSAB cement in the range of 5 - 20%. Based on the laboratory study, mechanism of rising unconfined compressive strength results which soft clay stabilized with CSAB cement could observe from Scanning Electron Microscope images.

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15

Bergado, Dennes T., A. S. Balasubramaniam, R. Jonathan Fannin, and Robert D. Holtz. "Prefabricated vertical drains (PVDs) in soft Bangkok clay: a case study of the new Bangkok International Airport project." Canadian Geotechnical Journal 39, no. 2 (April 1, 2002): 304–15. http://dx.doi.org/10.1139/t01-100.

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This paper presents the performance of a full-scale test embankment constructed on soft Bangkok clay with prefabricated vertical drains (PVDs) at the site of the new Bangkok International Airport in Thailand. The embankment was square in plan with a maximum height of 4.2 m, 3H:1V side slopes, and base dimensions of 40 m by 40 m. The piezometric level with depth is characterized by negative drawdown starting at around 8-10 m depth caused by excessive withdrawal of groundwater. Instrumentation was provided to monitor both horizontal and vertical movements of the test embankment. The measured increases in undrained shear strengths with depth are in agreement with the values calculated from the SHANSEP technique. The secondary compression ratio, Cα, was 0.018, or within the normal values for marine clays. The coefficient of horizontal consolidation measured in the field, Ch(field), was higher for soil at 4 and 10 m depths than for the weakest soil at 6 m depth. The back-calculated Ch(field) values range from 3 to 8 m2/year, and the ratio of Ch(field) to Ch(lab) ranges from 4 to 5, where Ch(lab) is the coefficient of horizontal consolidation measured in the laboratory. The degree of consolidation estimated from the pore-pressure dissipation measurements agreed with those obtained from settlement measurements. The water-content reductions from field measurements were also in good agreement with the values computed from the consolidation settlements. The full-scale study confirmed that the magnitudes of consolidation settlements increased with the corresponding decrease of PVD spacing at a particular time period. Lastly, the results of the full-scale study have proven the effectiveness of PVDs for the improvement of soft Bangkok clay.Key words: soft clay, consolidation, prefabricated vertical drain, preloading, test embankment.

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16

Subedi, B., T. Kitaoka, and J. Kiyono. "3D stratigraphic modelling of the Bangkok basin using Kriging on borehole data." IOP Conference Series: Earth and Environmental Science 851, no. 1 (October 1, 2021): 012014. http://dx.doi.org/10.1088/1755-1315/851/1/012014.

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Abstract The Lower Central Plain of Thailand has a deep and highly irregular basement filled with complex layers of alluvial sandy soil and deltaic clay or silt. The Bangkok Metropolitan region with its high level of infrastructure development is located in this plain. With high population density, the problem of land subsidence is critical. This study uses borehole data and the Kriging method to interpolate the data. A detailed 3D stratigraphic model of the basin is presented and several cross sections along two directions. Seventeen layers and the points used for modelling each layer are presented. The model shows eight aquifers in the Bangkok basin, lying between eight layers of clay, and a bottom layer above the basement. The bottom of the lowest aquifer of the Bangkok aquifer system is 610 m deep. The basement extends down to a depth of more than 2000 m in some places. Our 3D model, which extends to the basement, is of interest for mining and site-specific seismic risk analysis. Moreover, our results can be very useful for groundwater and land subsidence studies.

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17

Teachavorasinskun, Supot, Pipat Thongchim, and Panitan Lukkunaprasit. "Shear modulus and damping of soft Bangkok clays." Canadian Geotechnical Journal 39, no. 5 (October 1, 2002): 1201–8. http://dx.doi.org/10.1139/t02-048.

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The shear modulus and damping ratio of undisturbed Bangkok clay samples were measured using a cyclic triaxial apparatus. Although abundant literature on this topic exists, selection of the most suitable empirical correlation for a seismic analysis cannot be done unless site specific data are obtained. The apparatus used in this research can measure the stressstrain relationships from strain levels of about 0.01%. The equivalent shear modulus measured at these strains was about 80% of the value obtained from the shear wave velocity measurements. The degradation curves of the equivalent shear modulus fell into the ranges reported in the literature, for clay having similar plasticity. The damping ratios varied from about 45% at small strains (0.01%) to about 2530% at large strains (10%). The effects of load frequency and cyclic stress history on the shear modulus and damping ratio were also investigated. An increase in load frequency from 0.1 to 1.0 Hz had no influence on the shear modulus characteristic, but it did result in a slight decrease in the damping ratio. The effects of the small amplitude cyclic stress history on the subsequently measured shear modulus and damping ratio were almost negligible when the changes in void ratio were taken into account.Key words: soft clay, shear modulus, damping ratio, cyclic triaxial test, cyclic stress history.

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18

Balasubramaniam, A. S., S. Handali, and D. Muir Wood. "Pore Pressure : Stress Ratio Relationship for Soft Bangkok Clay." Soils and Foundations 32, no. 1 (March 1992): 117–31. http://dx.doi.org/10.3208/sandf1972.32.117.

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19

Bergado, Dennes T., Sayeed Ahmed, Casan L. Sampaco, and A. S. Balasubramaniam. "Settlements of Bangna‐Bangpakong Highway on Soft Bangkok Clay." Journal of Geotechnical Engineering 116, no. 1 (January 1990): 136–55. http://dx.doi.org/10.1061/(asce)0733-9410(1990)116:1(136).

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20

Bergado, Dennes T., Hiroshi Asakami, Marolo C. Alfaro, and A. S. Balasubramaniam. "Smear Effects of Vertical Drains on Soft Bangkok Clay." Journal of Geotechnical Engineering 117, no. 10 (October 1991): 1509–30. http://dx.doi.org/10.1061/(asce)0733-9410(1991)117:10(1509).

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21

Likitlersuang, S., and G. T. Houlsby. "Predictions of a continuous hyperplasticity model for Bangkok clay." Geomechanics and Geoengineering 2, no. 3 (August 20, 2007): 147–57. http://dx.doi.org/10.1080/17486020701561479.

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22

Teerawattanasuk, Chairat, Panich Voottipruex, and Suksun Horpibulsuk. "Mix design charts for lightweight cellular cemented Bangkok clay." Applied Clay Science 104 (February 2015): 318–23. http://dx.doi.org/10.1016/j.clay.2014.12.012.

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23

Jha, Madan Kumar, and Kiyoshi Koga. "Mole drainage: Prospective drainage solution to Bangkok clay soils." Agricultural Water Management 28, no. 3 (November 1995): 253–70. http://dx.doi.org/10.1016/0378-3774(95)01162-c.

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24

Trani, Laricar, Dennes Bergado, and Hossam Abuel-Naga. "Thermo-mechanical behavior of normally consolidated soft Bangkok clay." International Journal of Geotechnical Engineering 4, no. 1 (January 2010): 31–44. http://dx.doi.org/10.3328/ijge.2010.04.01.31-44.

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25

Bergado, Dennes T., Buenaventura C. Patron, Wisit Youyongwatana, Jin-Chun Chai, and Yudhbir. "Reliability-based analysis of embankment on soft Bangkok clay." Structural Safety 13, no. 4 (April 1994): 247–66. http://dx.doi.org/10.1016/0167-4730(94)90032-9.

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26

Piriyakul, Keeratikan. "Using Shear Wave Velocity to Assess the Stiffness of Soil-Cement-Fly Ash." Applied Mechanics and Materials 459 (October 2013): 115–18. http://dx.doi.org/10.4028/www.scientific.net/amm.459.115.

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This article presents the bender element technique to determine the stiffness of Bangkok clay mixed with the Portland cement type 1 and the fly ash type F by means of shear wave velocity. The Bangkok clay was mixed with 20% by weigh of Portland cement type 1 and varied the amount of fly ash (0, 10, 15, 20, 25 and 30% by weight). The soil-cement samples were cured for 3, 7, 14, 28 and 90 days. Then, these samples were performed the bender element test. The results reported that the optimum of replacement fly ash was about 15-20% and showed that the stiffness of soil-cement-fly ash mixing was increased with increasing the curing time. However, the shear wave velocity results were higher than the result of 0% replacement of fly ash which was the long term behaviour of cement mixed with fly ash.

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27

Teachavorasinskun, S., and T. Amornwithayalax. "Elastic shear modulus of Bangkok clay during undrained triaxial compression." Géotechnique 52, no. 7 (September 2002): 537–40. http://dx.doi.org/10.1680/geot.2002.52.7.537.

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28

Buddee, Samard. "Alternative Design Option for Second Sand Layer of Bangkok Clay." IABSE Symposium Report 96, no. 6 (January 1, 2009): 127–35. http://dx.doi.org/10.2749/222137809796088107.

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29

Phai, Hengchhorn, and Amin Eisazadeh. "Compaction Properties of Rice Husk Ash-Lime-Bangkok Clay Mixtures." Key Engineering Materials 803 (May 2019): 331–37. http://dx.doi.org/10.4028/www.scientific.net/kem.803.331.

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Bangkok clay (BC) is notorious for its poor engineering properties in Thailand and world-widely. In terms of workability, it is significant to modify its naturally weak properties. Nowadays, humans are overusing Earth’s resources and generating so much waste. In consequence, eco-friendly and cost cutting improvements are appreciated in geotechnical field. At the same time, Rice Husk Ash (RHA) is a cheap potential material for soil improvement. Lime is also known as a common material used in soil stabilization both solely and mixed with other materials. An inevitable step to every soil stabilization is to perform compaction tests that gives basic notions to treat soil. In this experimental study, compaction tests were proceeded with soil mixed with 0%, 10%, 20%, 30%, 50% of Rice Husk Ash (RHA) by dry soil mass in replacement manner and added 0%, 4%, 8%, 12% of lime. Overall, the more RHA and lime amount is mixed with soil, the higher Optimum Moisture Content (OMC) gets. This means that when replacement/stabilizers are added more and more, the soil needs more water to reach its Maximum Dry Density (MDD). Unlike OMC, MDD reduces when quantity of additives is increased.

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30

Bergado, Dennes T., Apollo S. Enriques, Casan L. Sampaco, Marolo C. Alfaro,, and A. S. Balasubramaniam. "Inverse Analysis of Geotechnical Parameters on Improved Soft Bangkok Clay." Journal of Geotechnical Engineering 118, no. 7 (July 1992): 1012–30. http://dx.doi.org/10.1061/(asce)0733-9410(1992)118:7(1012).

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31

Horpibulsuk, Suksun, Runglawan Rachan, and Apichat Suddeepong. "Assessment of strength development in blended cement admixed Bangkok clay." Construction and Building Materials 25, no. 4 (April 2011): 1521–31. http://dx.doi.org/10.1016/j.conbuildmat.2010.08.006.

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32

Wu, Chao-jun, Guan-lin Ye, Lu-lu Zhang, Daniel Bishop, and Jian-hua Wang. "Depositional environment and geotechnical properties of Shanghai clay: a comparison with Ariake and Bangkok clays." Bulletin of Engineering Geology and the Environment 74, no. 3 (September 19, 2014): 717–32. http://dx.doi.org/10.1007/s10064-014-0670-0.

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33

Bergado, D. T., A. S. Balasubramaniam, M. A. B. Patawaran, and W. Kwunpreuk. "Electro-osmotic consolidation of soft Bangkok clay with prefabricated vertical drains." Proceedings of the Institution of Civil Engineers - Ground Improvement 4, no. 4 (January 2000): 153–63. http://dx.doi.org/10.1680/grim.2000.4.4.153.

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34

Horpibulsk, Suksun, Runglawan Rachan, Apichat Suddeepong, and Avirut Chinkulkijniwat. "Strength Development in Cement Admixed Bangkok Clay: Laboratory and Field Investigations." Soils and Foundations 51, no. 2 (April 2011): 239–51. http://dx.doi.org/10.3208/sandf.51.239.

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35

Abuel-Naga, Hossam M., Dennes T. Bergado, Abdelmalek Bouazza, and Michael J. Pender. "Thermal conductivity of soft Bangkok clay from laboratory and field measurements." Engineering Geology 105, no. 3-4 (May 2009): 211–19. http://dx.doi.org/10.1016/j.enggeo.2009.02.008.

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36

Bergado, D. T., J. C. Chai, and N. Miura. "FE analysis of grid reinforced embankment system on soft Bangkok clay." Computers and Geotechnics 17, no. 4 (January 1995): 447–71. http://dx.doi.org/10.1016/0266-352x(95)94915-d.

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37

Horpibulsuk, Suksun, Narongded Yangsukkaseam, Avirut Chinkulkijniwat, and Yan Jun Du. "Compressibility and permeability of Bangkok clay compared with kaolinite and bentonite." Applied Clay Science 52, no. 1-2 (April 2011): 150–59. http://dx.doi.org/10.1016/j.clay.2011.02.014.

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38

Yimsiri, Siam, Wanwarang Ratananikom, Fumihiko Fukuda, and Suched Likitlersuang. "Undrained strength-deformation characteristics of Bangkok Clay under general stress condition." Geomechanics and Engineering 5, no. 5 (October 25, 2013): 419–45. http://dx.doi.org/10.12989/gae.2013.5.5.419.

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39

Bhurtel, Akanksha, and Amin Eisazadeh. "Strength and Durability of Bottom Ash and Lime Stabilized Bangkok Clay." KSCE Journal of Civil Engineering 24, no. 2 (December 25, 2019): 404–11. http://dx.doi.org/10.1007/s12205-019-0850-3.

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40

Bhurtel, Akanksha, and Amin Eisazadeh. "Strength and Durability of Bottom Ash and Lime Stabilized Bangkok Clay." KSCE Journal of Civil Engineering 24, no. 2 (December 25, 2019): 404–11. http://dx.doi.org/10.1007/s12205-020-0850-3.

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41

Wiwanitkit, Viroj, and Weerachit Waenlor. "The frequency rate of Toxocara species contamination in soil samples from public yards in a urban area "Payathai", Bangkok, Thailand." Revista do Instituto de Medicina Tropical de São Paulo 46, no. 2 (April 2004): 113–14. http://dx.doi.org/10.1590/s0036-46652004000200011.

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Toxocara species are most common roundworms of Canidae and Felidae. Human toxocariasis develops by ingesting of embryonated eggs in contaminated soil. There is no previous report of Toxocara contamination in the soil samples from the public areas in Bangkok. For this reason our study have been carried out to examine the frequency of Toxocara eggs in public yards in Bangkok, Thailand. A total of 175 sand and clay samples were collected and examined for parasite eggs. According to this study, Toxocara eggs were detected from 10 (5.71%) of 175 soil samples. The high rate of contamination in this study implies the importance of the control of this possible zoonotic disease: control of abandon of dogs and cats, is still necessary.

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42

Bergado, D. T., K. C. Chong, P. A. M. Daria, and M. C. Alfaro. "Deformability and consolidation characteristics of soft Bangkok clay using screw plate tests." Canadian Geotechnical Journal 27, no. 5 (October 1, 1990): 531–45. http://dx.doi.org/10.1139/t90-069.

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This study centred on the performance of the screw plate test (SPLT) to determine the deformability and consolidation characteristics of soft Bangkok clay. For comparison, a series of stress-path-controlled triaxial consolidation tests (tri) were carried out on good quality samples of Bangkok clay taken from the same testing sites and imposed with the same loading conditions as the screw plate tests. Undrained and drained moduli and coefficients of consolidation were obtained from the stress-path-controlled triaxial consolidation tests and were compared with the corresponding values of the screw plate test. In addition, the ultimate bearing capacity was derived from the pressure–deformation relationships of the screw plate test results. A graphical method was used to compute the coefficient of consolidation from the screw plate tests and from stress-path-controlled triaxial consolidation test results. The compressibility data were also obtained from conventional oedometer tests (oed). Both cv (SPLT)/cv (tri) and cv (SPLT)/cv(oed) ratios compared favorably with the cv (field)/cv (laboratory) ratio obtained from past investigations. The data from pressure–settlement–time relationships of the screw plate tests were used to successfully predict values that compared favorably with the measured values at each stress level. The pressure–deformation–time relationship from stress-path-controlled triaxial consolidation tests were also evaluated, and they indicated behaviour similar to that of the screw plate test results. Soil parameters obtained from screw plate tests were subsequently used to predict the settlement of two test embankments, giving fairly close agreement with the observed values. Key words: soft clay, settlement, deformation, consolidation, screw plate test, triaxial test, embankment, prediction, stress path.

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43

Whiteley, R. J., J. A. Hunter, S. E. Pullan, and P. Nutalaya. "“Optimum offset” seismic reflection mapping of shallow aquifers near Bangkok, Thailand." GEOPHYSICS 63, no. 4 (July 1998): 1385–94. http://dx.doi.org/10.1190/1.1444440.

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The “optimum offset” shallow seismic reflection technique was developed for geotechnical and groundwater applications in the early 1980s. The method was based on equipment that was “state of the art” at the time: a 10-bit engineering seismograph, a simple inhole shotgun source, and Apple II personal computers for data processing. In 1985 and 1986, this technique was successfully used in Thailand to assist in understanding the land subsidence problem around Bangkok, which is directly attributable to excessive groundwater withdrawal. The seismic sections acquired in this study were used to map subsurface structure to a depth of about 180 m, which includes several major aquifers beneath the Bangkok Clay. Much of Bangkok’s domestic water is pumped from the so‐called “second aquifer,” 80–130 m below surface, which proved to be an excellent seismic marker horizon showing lateral continuity over distances on the order of kilometers. This observation suggests that there may be good hydraulic connection within this aquifer over large areas. While the technique and equipment used in this study are dated now, the results provide a valuable demonstration of the application of inexpensive shallow reflection methods to a major engineering and groundwater problem that is of concern in many urban centers around the world. It is presented here for its societal relevance in this regard and for its historical aspect as perhaps the first application of shallow seismic reflection profiling in Southeast Asia.

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Piriyakul, Keeratikan. "Application of the Non-Destructive Testing Method to Determine the G_max of Bangkok Clay." Applied Mechanics and Materials 418 (September 2013): 157–60. http://dx.doi.org/10.4028/www.scientific.net/amm.418.157.

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This article presents the application of the non-destructive testing method (so called Bender element test) to measure the shear wave velocity and determine the maximum shear modulus of soft Bangkok clay samples. This research proposes the bender element technique to measure the shear wave velocity by means of piezoelectric ceramic sensors. The details of the bender element test were clearly explained. The laboratory bender element test data of the shear wave velocity were compared with the field test results and show that the field propagating waves pass along layers of higher stiffness while the laboratory test data were performed on small, possible less stiff material. The inversion calculation of the shear wave velocity in the field test is based on a linear elastic isotropic assumption which is not valid for the Bangkok subsoil and might be a second reason for the noticed differences in velocity.

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Bergado, D. T., R. Shivashankar, C. L. Sampaco, M. C. Alfaro, and L. R. Anderson. "Behavior of a welded wire wall with poor quality, cohesive–friction backfills on soft Bangkok clay: a case study." Canadian Geotechnical Journal 28, no. 6 (December 1, 1991): 860–80. http://dx.doi.org/10.1139/t91-103.

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A full-scale and extensively instrumented experimental mechanically stabilized earth (MSE) wall with steel grid reinforcements was built on soft clay foundation. Three different locally available poor to marginal quality backfills were used in each of three sections along its length. The soft Bangkok clay in the subsoil is about 6 m thick, overlain by a surficial 2 m thick weathered clay crust and underlain by a layer of stiff clay. It was observed that the amount of subsoil movement greatly influenced the variation in the vertical pressure beneath the wall, as well as the tension in the reinforcement. Pullout resistances in the field were also found to be very much affected by the arching effects due to the presence of inextensible reinforcement in combination with the subsoil movements. The wall showed no signs of instability both during construction and in the postconstruction phases, despite the large settlements and lateral movements. Its overall performance has been satisfactory. It was concluded that the steel grid reinforcement can be effectively used to reinforce poor to marginal quality backfill in walls and embankments on soft clay foundations. Key words: mechanically stabilized earth, inextensible reinforcements, soft clay foundation, poor quality backfills, base pressures, settlements, lateral movements, lateral pressures, compaction, arching.

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Kietkajornkul, Choochart, and Veera Vasinvarthana. "Influence of Different Vane Types on Undrained Strength of Soft Bangkok Clay." Soils and Foundations 29, no. 2 (June 1989): 146–52. http://dx.doi.org/10.3208/sandf1972.29.2_146.

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Indraratna, B., A. S. Balasubramaniam, P. Phamvan, and Y. K. Wong. "Development of negative skin friction on driven piles in soft Bangkok clay." Canadian Geotechnical Journal 29, no. 3 (June 1, 1992): 393–404. http://dx.doi.org/10.1139/t92-044.

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This paper describes the results of short-term pullout tests and long-term full-scale measurements of negative skin friction on driven piles in Bangkok subsoils. Two instrumented cylindrical (hollow) prestressed concrete piles were fully equipped with two independent load-measurement systems, load cells, and telltale rods. Pore pressures and ground movements in the vicinity of the piles were monitored throughout the period of investigation. The effect of bitumen coating on negative skin friction was also studied. The long-term behaviour of driven piles was compared with the estimated values obtained from short-term pullout tests and soil strength data. It was found that the negative skin friction can be predicted well by the effective stress approach using values of β between 0.1 and 0.2. The load–settlement and load–transfer behaviour were numerically modelled to acquire a more comprehensive understanding of negative skin friction developed on driven piles. A settlement-controlled concept is also introduced for piles subjected to negative skin friction, on the basis of these findings. Key words : consolidation, downdrag, driven pile, embankment, finite elements, pore pressures, pullout, settlements, soft clay.

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Abuel-Naga, H. M., D. T. Bergado, G. V. Ramana, L. Grino, P. Rujivipat, and Y. Thet. "Experimental Evaluation of Engineering Behavior of Soft Bangkok Clay under Elevated Temperature." Journal of Geotechnical and Geoenvironmental Engineering 132, no. 7 (July 2006): 902–10. http://dx.doi.org/10.1061/(asce)1090-0241(2006)132:7(902).

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Ohtsubo, Masami, Kazuhiko Egashira, Tatsuya Koumoto, and Dennes T. Bergado. "Mineralogy and Chemistry, and Their Correlation with the Geotechnical Index Properties of Bangkok Clay: Comparison with Ariake Clay." Soils and Foundations 40, no. 1 (February 2000): 11–21. http://dx.doi.org/10.3208/sandf.40.11.

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Bergado, D. T., R. Manivannan, and A. S. Balasubramaniam. "Filtration Criteria for Prefabricated Vertical Drain Geotextile Filter Jackets in Soft Bangkok Clay." Geosynthetics International 3, no. 1 (January 1996): 63–83. http://dx.doi.org/10.1680/gein.3.0054.

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