3.5 Projection Methodology Its effectiveness in predicting ground settlements in soft ground problems is explored. The analyses are In the first method the deposition is increased divided into two categories: linear and non-linear soil proportionate to the square root of time ( Lee Kuantsai settlements. (1979) and/or is considered a constant rate of deposition and development of Constant plastic index Linear soil settlement categories were (CPI) carried out for homogeneity with different properties of Stratum index factors at TPG In the second method the consolidation will change the and others .This site consists of drainage length as the deposit builds and compresses the nonnative activated clay (AC<7.5}.For soil and develops the Stratum index factors (SIF) ( halim , undrained condition (Skempton , 1963) the 2013 ). The nonlinearly is a result of the weight of the soil volume matrix strain is zero . It follows causing the effective stress to increase with depth. The that the value of the undrained bulk variation exponent of void ratio function is described as modules’ must be infinity and the strain Stratum index factors (SI method and other methods (Lee Kuantsai 4.4 Result ,1977 ) are unchanged . Non linear behavior ( Jardine , R .J Potts CPI method was describes the expansion of consolidation (1986)) soil at strain levels below those theory using ultimate soil settlement , in which approximately critical state that caused large plastic varies 50m depth to collect undisturbed soil sample overlies deformation and hyper active activated original soft layer in the coastal area composed of soft marine clay (AC >1.25) . Non-linearity results in clay with high water content and high compressibility . On Figure 4.3 , in more local movement of the other hand , Constant Plastic Index (CPI) is an soil , producing narrow settlement troughs analogous term for consolidation of deposits or soil that than for a linear model in Figure 4.1 . In contains plastic or liquid matter . elastic-plastic soil model ( Lily Chow (1994) 4.1 Model : Strain Linear and Non linear ) it is assumed that yields surfaces exist Settlement . which bound the regions of stress space which can be reached by a soil without incurring irrecoverable deformation The
3.5 Projection Methodology In the first method the deposition is increased proportionate to the square root of time ( Lee Kuantsai (1979) and/or is considered a constant rate of deposition and development of Constant plastic index (CPI) In the second method the consolidation will change the drainage length as the deposit builds and compresses the soil and develops the Stratum index factors (SIF) ( halim , 2013 ). The nonlinearly is a result of the weight of the soil causing the effective stress to increase with depth. The variation exponent of void ratio function is described as Stratum index factors (SI 4.4 Result CPI method was describes the expansion of consolidation theory using ultimate soil settlement , in which approximately varies 50m depth to collect undisturbed soil sample overlies original soft layer in the coastal area composed of soft marine clay with high water content and high compressibility . On the other hand , Constant Plastic Index (CPI) is an analogous term for consolidation of deposits or soil that contains plastic or liquid matter . 4.1 Model : Strain Linear and Non linear Settlement . Its effectiveness in predicting ground settlements in soft ground problems is explored. The analyses are divided into two categories: linear and non-linear soil settlements. Linear soil settlement categories were carried out for homogeneity with different properties of Stratum index factors at TPG and others .This site consists of nonnative activated clay (AC<7.5}.For undrained condition (Skempton , 1963) the volume matrix strain is zero . It follows that the value of the undrained bulk modules’ must be infinity and the strain method and other methods (Lee Kuantsai ,1977 ) are unchanged . Non linear behavior ( Jardine , R .J Potts (1986)) soil at strain levels below those critical state that caused large plastic deformation and hyper active activated clay (AC >1.25) . Non-linearity results in Figure 4.3 , in more local movement of soil , producing narrow settlement troughs than for a linear model in Figure 4.1 . In elastic-plastic soil model ( Lily Chow (1994) ) it is assumed that yields surfaces exist which bound the regions of stress space which can be reached by a soil without incurring irrecoverable deformation The
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