Abstract
The behavior of the fully saturated clay soil reinforced by stone columns subjected to cyclic load is of considerable very important in the design of railway subgrades, these soft clay soil are characterized by high settlement and low bearing capacity because of the excess pore pressure due to heavy freight trains significantly reduces the bearing capacity which causes serious problems, the used of stone column for reinforced the saturated clay soil will reduced the settlement and increase the bearing capacity. The purpose of the current research is cases study of foundation soil improvement by reduced the settlement for a building structure using stone columns system with and without geogrid encasement under cyclic load with rate of loading 5 mm/sec.
Highlights
Soft clays are recent alluvial deposits probably formed within the last 10,000 years characterized by their flat and featureless ground surface. (Brand and Bernner, 1981) are identified by their low undrained shear strength (Cu < 40 kPa (B.S, C.p.8004:1986)) and high compressibility Cc from (0.19 to 0.44)
It can be notes that the model of untreated soil will fail faster than the model of soil reinforced with stone column, otherwise the model of the soil reinforced with stone column will fail more than the model of soil reinforced with stone column encased by geogrid material, Figure 2 shows compare the result between 5 mm/sec for Experimental investigation
The load bearing capacity of clay is increased by 73% when the stone has been installed, considering that the failure load corresponds to 10% of the column diameter: Initially, the stone column bears the load and after bulging, the settlement increases rapidly as shown in the It should be note from the result below that for the models were subjected to cyclic loading with rate of loading 10 mm/sec reached the failure level faster than compare with those under rate of loading 5 mm/sec
Summary
Soft clays are recent alluvial deposits probably formed within the last 10,000 years characterized by their flat and featureless ground surface. (Brand and Bernner, 1981) are identified by their low undrained shear strength (Cu < 40 kPa (B.S, C.p.8004:1986)) and high compressibility Cc from (0.19 to 0.44). (Brand and Bernner, 1981) are identified by their low undrained shear strength (Cu < 40 kPa (B.S, C.p.8004:1986)) and high compressibility Cc from (0.19 to 0.44). They are found at high natural moisture content, typically ranging from 40...60% with plasticity index ranging from 45...65% (Broms, 1987). On the other hand some other techniques are developed towards improving the engineering properties of these clays by introducing sand compaction piles or stone columns, where holes with specific depth and diameter are made within the soil in a grid form and backfilled with granular material.
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