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
(LKS)will increased CS-settlement or Stratum index factors slower than stratum coefficient (LKS) will reduced CS-settlement . References Biot , M.A (1935) “ A Thesis submitted to University Oxford By Lee, Kuantsai, 1979 , pages 1-2 and 324”. Gibson(1981) “The Theory of One Dimensional of Consolidation of Saturated Clays 2 . Finite Nonlinear Consolidation of Thick Homogeneous Layer ”,Canadian Geotechnical Journal , Vol 18,pp 280-293 . Jardine , R . J , Potts, Burland (1986) : “Studies of the influences of Non linear Stress – Strain Characteristic in Soil – Structure Interraction ,” Geotechnique , Vol 36 , No 2 , pp 377-396 . J.P.Bardet (1983) “Application of Plastic Theory to Soil Behavior A New Sand Model ,” In Partial fulfillment of Requirement for the Degree of Philosophy , California Institute of Technology Pasadena , California , U.S.A . Lee , Kuantsai (1979) “ An Analytical And Experimental Study Of Large Strain Soil Consolidation”: A Thesis submitted to the University of Oxford for the Degree of Doctor of Philosophy , Trinity Term . G and Godlewski, P.M (1977) “Time and Stress - Compressibility Interrelationship ”,Journal of Geotechnical Engineering , ASCE , Vol 103 ,No,GTS5, 417-430 Skempton , A.W, Bjerrum , L , (1957) “ A Contribution to Settlement Analysis of Foundations Clay ”, Geotechnique , London , Vol 7, 178 . “ Fundamentals of Geotechnical Engineering , 3 Edition , Braja M . Das (2008)” pp 223-230. Terzaghi , K, Peck ,R.B and Mesri , G (1996) “Soil Mechanics in Engineering Practise ”, 3rd Edition , John & Sons, New York , pp Sivaram, B, Swamme , A . (1977)