Uplift Modeling aims to detect subgroups in a population with a specific response or reaction to an action taken on the targeted group. In these models, the Treatment set contains objects that have been exposed to some action, such as a marketing campaign or clinical treatment, while in the Control set, they have not. In this study, a novel artificial immune system-based model was designed using an AIRS classifier to solve uplift modeling problems with improved efficiency. In this approach, a predictive model was built for estimating the conditional probability of receiving the desired response from the subpopulation that has taken the action over the relevant probability of the sub-population that has not taken the action. The proposed model was tested on the Hillstorm-visit-w dataset. Experimental results showed a 138 percent improvement in the area under the uplift curve which is a measure to assess an uplift model's performance.

Offshore pipelines used for oil and gas transportation are often buried to avoid damage from fishing activities and to provide thermal insulation. Thermal expansion and contraction of the pipeline during operation can lead to lateral or upheaval buckling. A safe buried pipeline design must take into account a reliable evaluation of soil uplift resistance and pipe embedment depth. While the cost of burying a pipeline for tens or hundreds of kilometer is significant, it is important to optimize the required soil cover depth. In this paper a parametric study of pipeline upheaval buckling in clayey backfill has been conducted using finite element analysis. Three different embedment depths are considered. Uplift resistance is calculated and failure mechanism is obtained. To simulate the large penetration of the pipe into clayey backfill a novel Arbitrary Lagrangian Eulerian (ALE) finite element technique was employed in this paper. The results reveal that as embedment depth increases, uplift resistance increases and also uplift mechanism changes. However, uplift resistance differ less than 5% for deep embedment case. In addition, the amount of pore pressure is investigated beneath the pipe for deep embedment cases and it reveals that negative excess pore pressure occurs under the pipeline.

The load displacement relationship of shallow rigid strip anchors embedded in sands and subjected to uplift pressures has been examined by using the finite element method. The soil medium is modeled as a linear elastic-perfect plastic material following Mohr-Coulomb failure criterion and an associated flow rule. The computed load displacement response is presented in non-dimensional form. The ultimate failure load is expressed in the form of non-dimensional uplift factor Fg, the variation of which is plotted as a function of soil friction angle (f) and the embedment ratio (l) of the anchor. The magnitudes of Fg, as well as the displacements of anchor at failure are found to increase with the increases in the values of the anchor embedment ratio and the angle of shearing resistance of soils. In all the cases, it was seen that even at complete collapse, the soil mass lying just vertically above the anchor remains more or less non plastic. The failure of the anchor occurs on account of the development of a thin curved plastic shear zone emerging from the bottom of the anchor and then extending up to the ground surface.

1. Introduction: Unreinforced concrete canals are one type of sensitive and important water conveyance structures. Whereas these structures are inevitably constructed on different types of soils, investigation of geotechnical issues related to the interaction of soil and concrete lining is important for reducing damages to the canals. These damages in the hydraulic canals are observed in the forms of cracking in the concrete lining and their large displacement.

In recent years, rising water table has been reported in many cities of the world. Therefore, water table fluctuations in these areas can affect structures. Mashhad city is one of the major metropolises in Iran and due to indigenous population and tourists, it needs various resources to supply water. The city's water needs are supplied from the Mashhad aquifer, Dousti dam and other catchment areas. The water table uplift in Mashhad city has been made problem for commercial and residential complexes with a depth of more than 20 meters of excavation and groundwater penetrates to buildings basement. In addition, the existence of groundwater during the excavation in the second metro tunnel has been created serious problems. The lack of full development of drainage systems and municipal sewage networks have led to an increase in rising groundwater levels in some parts of the city. Also, the development of urbanization and the ever-increasing depth of soil excavation in urban areas may be affected on the ground water situation. Therefore, approach of this research is to assess the major factors effecting on the groundwater uplift in Mashhad city. In order to determine the relationship of these factors with water table fluctuations, time series analysis was used in both time and frequency domains. According to the groundwater hydrograph, a decreasing trend are observed during the years 2005-2009. While, from 2009 to 2014, these fluctuations followed the uptrend. Time series analysis show rainfall and evaporation did not have a tangible impact on the fluctuations in groundwater levels in these areas, due to existence of impermeable surface in the city, low infiltration of rainfall in the soil and water table depth more than 5m. The annual expansion of the sewage network and the transfer of wastewater collected to wastewater treatment plants with a lag tome 1 to 2 months have a significant effect on reducing the water table in areas with sewage network; While in areas without sewage network, due to the penetration of water from septic wells into ground water, water table has been increased in these areas. The arrival of more than 800 million cubic meters of water from the Dousti dam and reduction of more than 40 percent of discharged groundwater in Mashahd aquifer with lag time 1 to 2 months, are the most influential factors in groundwater uplift. The lack of development of sewage networks in the southern regions and some parts of central Mashhad city has led to an increase in groundwater levels in these areas. Due to the extraction of soil from saturated and unsaturated zones during the drilling of the 2nd line of metro and the development of excavation and construction of civil engineering projects in the city's central area, especially around the Imam Reza's holy shrine, soil porosity has been decreased. This porosity was previously filled with water. While they are now occupied by impenetrable materials. Therefore, the water has been forced to migrate to other places. The aim of this research is to assess the major factors affecting on the groundwater uplift in Mashhad city, Iran. In order to determine the relationship of these factors with water table fluctuations, time series analysis was used in both time and frequency domains. Results show lag times between water table with rainfall/evaporation, transferred water (Dousti Dam) to the town, discharged water from aquifer, expansion of sewage network in region with network and region without network were 9, 2-3, 3-4, 1-2, 3-4, 2-3 and 3-4 months respectively. In this study a calculated drawdown by exploitation from aquifer equals 0. 5 m, the calculated rising equals 0. 44 m due to transferred water from Dousti Dam, the expected groundwater rising equals 2. 7 m in region without sewage network and an expected drawdown equals 1 m (if no water was transferred from Dousti dam). Also, effects of soil excavation in line 2 of subway and urban foundation digging on the groundwater and soil properties were studied. Results show that the water storage capacity in saturated/unsaturated zones have been reduced and water table raised about 1. 25 m in the town aquifer.

Gravity dams are vital structures whose proper design and evaluation for stability are quite important. One of the effective forces on stability of concrete dams is the uplift force and its distribution below the dam base. Uplift pressure resulting from headwater and tail-water not only exists through dam cross sections and the dam base, but also within the foundation below the dam base. In many gravity dams uplift pressure is the major active force that must be included in the stability and stress analysis to ensure structural adequacy. There have been different methods employed since past to the present to assess and calculate the uplift load. In each of these methods, depending on the degree of simplification, the accuracy of the answers will be reduced. Due to the limitations of each of these methods, available numerical methods may be used nowadays to estimate the values of pore pressure within the porous medium. As far as seepage forces have a great effect on stability of gravity dams, understanding the seepage in rock masses has a great importance, because the gravity dams are generally built on rock foundations. The actual influential phenomenon encountered in saturated jointed rock media is the joints hydro-mechanical interaction effect. Finite element method as a general and systematic method is one of the most common numerical methods for solving engineering problems. Also, this method has significant application in hydraulic and hydrodynamic problems. In addition, the uplift load pattern and distribution according to common codes are influenced by some factors such as head and tail water, assuming a segmented linear load distribution below the dam. In this research, to investigate the sensitivity of the load pattern to dam height, a number of gravity dams of Pine Flat type with different heights and their foundations are modeled. An enhanced modeling approach is employed to estimate the equivalent uplift load distribution at the dam base for application in the standard finite element modeling procedures. Coupled p-u finite element analysis is performed accounting for the seepage and stress field simultaneously. Dam body is considered to be completely impervious. The foundation rock is assumed as homogeneous and uniform, in terms of elasticity and permeability. The stresses generated in the dam interface for each case of the coupled hydro-mechanical analysis is compared against that of the conventional load pattern according to the U. S. Army Corps of Engineers regulation for the same dam model. It was found that the error magnitude due to the conventional pattern has a direct relationship with the dam height. As the dam height increases, the amount of error of calculated stress increases. In particular, the error at the critical zones of the foundation such as at the dam heel, may raise even up to 40%. In the group of dams studied, the error increases even up to 12 times in respect to the expected error in the shorter dams. The deficiency could in some cases completely affect the safety of the dam. This research indicates the necessity of using more accurate methods of estimating uplift load under high gravity dams.

In design of structures for applied loads, the common assumption is that the structure is tightly attached to its base, i. e. no vertical rigid-body motion can happen at the same place. During a major earthquake, the couple of axial forces associated with the overturning moment can overcome that of the gravity loads in lateral load bearing columns and result in an uplifted column. With a building losing some of its contact points to the ground, a reduced lateral stiffness can be expected. This in turn can result in a reduced seismic base shear. At the same time, the structural members around the uplifted part can undergo large local deformations and perhaps a more extensive seismic damage. Illuminating the above predictions is the incentive of this research. In this paper, in the numerical part, a number of steel frames having various numbers of stories and bays are studied in two cases of without uplift (fxed base) and with uplift. The methods of analysis are the non-linear static and dynamic analysis procedures. According to the fndings, the uplift phenomenon generally has an important role in changing the behavior of structure and reduction of its response. At the same time, it can result in locally increased damages that sometimes can add up to total failures. The results showed that uplift increases the structural period and the absorbed energy, and decreases the displacements of most parts of the structures and their internal forces.

It is well-known that the behavior of soil-structure systems can be well described using a limited number of no ndimensional parameters. This is the outcome of researches based on the premise that the foundation is bonded to the ground. Here, it is shown the concept can be extended to systems with foundation uplift. A set of non-dimensional parameters are introduced which controls the main features of uplifting systems. The effect of foundation uplift on response of soil-structure systems are investigated parametrically through time history analysis for a wide range of systems subjected to ground motions recorded on different soil types. In particular, the effects of uplift on displacement ratio, defined as the ratio of maximum displacement of the uplifting system to that of the elastic system without uplifting and drift ratio, defined as the ratio of maximum drift of the structure as a part of uplifting soil-structure system to that of the elastic system without uplifting, are investigated. It is observed that in general foundation uplift reduces the drift response of structures, which in turn, results in lower base shear. The reduction reaches about 35 percent for slender structures located on relatively soft soils subjected to strong ground motions. Simplified expressions are suggested to estimate this reduction in the base shear.