Abstract
The current research presents an experimental investigation on coal ash samples (fly ash, bottom ash, and pond ash) collected from the NALCO thermal power plant and Talcher Thermal Power station, Odisha, India, and a numerical investigation on the dynamic response of shallow foundation on soil and pond ash deposit. Morphological, mineralogical, and geotechnical properties of coal ash (fly ash, bottom ash, and pond ash) samples were extensively investigated. The pond ash sample was chosen for further study because of its unique gradation of all collected samples. It was intended to determine the dynamic characteristics of pond ash subjected to dynamic excitation through laboratory tests and numerical analysis. A set of multiple cyclic triaxial tests were planned and performed on pond ash to examine the influence of test parameters like relative compaction, effective confining pressure, frequency, and shear strain. The properties obtained through the experimental tests were applied in the numerical analysis on pond ash subjected to different seismic excitations, i.e., the Nepal earthquake (Mw: 7.8) and Northeast India earthquake (Mw: 7.5). Liquefaction-induced deformation of pond ash was evaluated from the numerical analysis.
Initially, morphological, mineralogical, and geotechnical properties of coal ash (fly ash, bottom ash, and pond ash) were investigated. Then pond ash was subjected to dynamic loads using cyclic triaxial testing equipment. The factors influencing the liquefaction potential of pond ash were evaluated. At low frequency (0.3 Hz), the pond ash specimen takes 87 cycles to liquefy at its most densified state. Also, the maximum dynamic shear modulus was noticed at this stage, i.e., 6534.80 kPa, and the decay was observed at 87 cycles. In addition, the decay in dynamic shear modulus was rapid with the enhancement of cyclic shear strain. The presence of 50% fines and the highly compacted state of the pond ash specimen caused close packing of particles which offered more resistance to shear strain; this resulted in possession of the high shear modulus as observed in this study.
The maximum value of the damping ratio was obtained for the highly compacted specimen confined at high pressure subjected to the high frequency at medium cyclic shear strain considered in this study. The amplification of shear strain from medium to large shear strain caused a decrement in the damping ratio of pond ash.
The presence of 50% fines in the present pond ash specimen made the specimen exhibit less dynamic shear modulus (Gdyn) (i.e., 33% less) than that of past studies by Mohanty and Patra (2014). The presence of predominant silt range particles (51%) made the specimen offer less resistance against the applied high strains despite better interlocking of silt and sand range particles of compacted pond ash specimens in the present study. 50% degradation of the dynamic shear modulus occurred within 4-28 cycles of loading. The dissipation of energy over the first few loading cycles was noticed between 12% and 94%, and it continued with a decreasing trend afterward.
The observed values of the damping ratio were in contrast with that of the past studies on pond ash tested for similar adopted parameters (Mohanty and Patra, 2014) and contrary to the studies on different kinds of sandy soils (Kokusho, 1980; Govindarajulu, 2005). Studies by Chattaraj and Sengupta (2016) on fly ash with a predominant range of silt particles (~80%) revealed that the damping ratio was increased with an increase in shear strain; this observation contrasts with the present study. The trend of a damping ratio beyond 0.5% cyclic shear strain is in good agreement with the past studies of Kumar et al. (2017).
A regression analysis has been carried out for the energy dissipated during cyclic loading under a varying state of compaction, effective confining pressure, and frequency. Few relationships between energy dissipated during cyclic loading under varying parameters of the state of compaction, effective confining pressure, and frequency were generated. The percentage variation of observed and predicted results is 4%.
The 1D, 2D, and 3D ground response analysis of soil and pond ash and seismic response analysis of soil and pond ash with the foundation were subjected to Nepal and Northeast India earthquake excitations. The size of strip footing and shallow foundation (square) for 2D and 3D response analysis has been considered 1.5m x 0.8m and 1.5m x 1.5m x 0.8m, respectively. The PGA value in the case of 1D ground response analysis of pond ash has been noticed as 1.24 times and 1.63 times over 2D and 3D ground response analysis, respectively, when excited under the Northeast India earthquake. The PGA value in the case of 1D ground response analysis of pond ash has been noticed as 0.73 times and nearly two times over 2D and 3D ground response analysis, respectively, when excited under the Nepal earthquake. Soil and pond ash were found to be liq