Collapse in soils occur when a partially unstable, partially saturated open fabric under high enough stress causing a metastable structure with large soil suction, or in the presence of a bonding or cementing agent, is allowed to free access to additional water. Such excess water reduces soil suction and weakens or destroys the bonding, this causing shear failure at the interaggregate or intergranular contacts, consequently, the soil collapses. In this study, the collapsible soils found in the &Ccedil / ayirhan Thermal Power Plant area has been stabilized by using the desulphogypsum, and fly ash obtained from the &Ccedil / ayirhan Thermal Power Plant. An extensive laboratory testing program has been undertaken to provide information on the geotechnical properties of collapsible soil treated by &Ccedil / ayirhan fly ash and desulphogypsum. At the end of the test program, it has been seen that the collapsible soil (compacted) can be stabilized by adding fly ash and desulphogypsum. Although a significant change on the collapse potential was not observed when fly ash and desulphogypsum added samples were compared with compacted sample without stabilization, but there is an increase in unconfined compressive strength values due to stabilization.

Placement and compaction of the backfill behind an earth retaining wall may induce a vertical shear force at the soil-to-wall interface. This vertical shear force, or downdrag, is beneficial for the stability of the structure. A significant reduction in construction costs may result if the downdrag is accounted for during design. This potential reduction in costs is particularly interesting in the case of U.S. Army Corps of Engineers lock walls. A simplified procedure is available in the literature for estimating the downdrag force developed at the wall-backfill interface during backfilling of a retaining wall. However, finite element analyses of typical U.S. Army Corps of Engineers lock walls have shown that the magnitude of the downdrag force may decrease during operation of the lock with a rise in the water table in the backfill. They have also shown that pre- and post-construction stress paths followed by interface elements often involve simultaneous changes in shear and normal stresses and unloading-reloading. The hyperbolic formulation for interfaces (Clough and Duncan 1971) is accurate for modeling the interface response in the primary loading stage under constant normal stress. However, it has not been extended to model simultaneous changes in shear and normal stresses or unloading-reloading of the interface. The purpose of this research was to develop an interface model capable of giving accurate predictions of the interface response under field loading conditions, and to implement this model in a finite element program. In order to develop the necessary experimental data, a series of tests were performed on interfaces between concrete and two different types of sand. The tests included initial loading, staged shear, unloading-reloading, and shearing along complex stress paths. An extended hyperbolic model for interfaces was developed based on the results of the tests. The model is based on Clough and Duncan (1971) hyperbolic formulation, which has been extended to model the interface response to a variety of stress paths. Comparisons between model calculations and tests results showed that the model provides accurate estimates of the response of interfaces along complex stress paths. The extended hyperbolic model was implemented in the finite element program SOILSTRUCT-ALPHA, used by the U.S. Army Corps of Engineers for analyses of lock walls. A pilot-scale test was performed in the Instrumented Retaining Wall (IRW) at Virginia Tech that simulated construction and operation of a lock wall. SOILSTRUCT-ALPHA analyses of the IRW provided accurate estimates of the downdrag magnitude throughout inundation of the backfill. It is concluded that the extended hyperbolic model as implemented in SOILSTRUCT-ALPHA is adequate for routine analyses of lock walls. / Ph. D.