Applied bearing pressure beneath a reinforced soil foundation used in a geosynthetic reinforced soil integrated bridge system

Geosynthetic reinforced soil integrated bridge system (GRS-IBS) design guidelines recommend the use of a reinforced soil foundation (RSF) to support the dead loads that are applied by the reinforced soil abutment and bridge superstructure, as well as any live loads that are applied by traffic on the bridge or abutment. The RSF is composed of high-quality granular fill material that is compacted and encapsulated within a geotextile fabric. Current GRS-IBS interim implementation design guidelines recommend the use of design methodologies for bearing capacity that are based around rigid foundation behavior, which yield a trapezoidal applied pressure distribution that is converted to a uniform applied pressure that acts over a reduced footing width for purposes of analysis. Recommended methods for determining the applied pressure distribution beneath the RSF for settlement analyses follow conventional methodologies for assessing the settlement of spread footings, which typically assume uniformly applied pressures beneath the base of the foundation that are distributed to the underlying soil layers in a fashion that can reasonably be modeled with an elastic-theory approach. Field data collected from an instrumented GRS-IBS that was constructed over a fine-grained soil foundation indicates that the RSF actually behaves in a fairly flexible way under load, yielding an applied pressure distribution that is not uniform or trapezoidal, and which is significantly different than what conventional GRS-IBS design methodologies assume. This paper consequently presents an empirical approach to determining the applied pressure distribution beneath the RSF in GRS-IBS construction. This empirical approach is a useful first step for researchers, as it draws important attention to this issue, and provides a framework for collecting meaningful field data on future projects which accurately capture real GRS-IBS foundation behavior.     

The Aso-Bridge coseismic landslide: a numerical investigation of failure and runout behavior using finite and discrete element methods

The complex coseismic process of the Aso-Bridge landslide during the main shock of the 2016 Kumamoto Earthquake was investigated. Finite element analysis and discrete element analysis considering vertical seismic accelerations (VSA) were conducted to explore the salient features of the prefailure mechanism and postfailure kinematic process of the coseismic landslide associated with the initiation time and kinematic runout behavior, respectively. Two seismic input conditions, one involving only horizontal seismic accelerations (HSA), and the other accounting for both HSA and VSA, were used to assess the influence of VSA from the prefailure to postfailure regimes. First, satisfactory agreement between the study and the published results in terms of landslide initiation time was obtained. As revealed by the rapid change of source displacement (RCSD), VSA did not alter landslide initiation time; however, it significantly increased the RCSD approximately 2-fold, which provided a clear initiation time. At landslide initiation, the estimated average velocities in a vertical direction increased approximately 16-fold (from −0.011 to −0.174 m/s) by accounting for VSA. Second, the results suggested that VSA had a trivial influence on runout behavior in the postfailure regime, given that such behavior was dominated by the collision and free fall during the sliding as well as the terrain features. With an average velocity of 21.34 m/s, the sliding source ultimately reached the riverbank within 21 s. The paper demonstrates that a combination of FEA and DEA can be used to investigate the coseismic process of the Aso-Bridge landslide and lead to satisfactory agreement with the event. Our comprehensive analysis provides insight into the role of VSA in earthquake-induced landslides.

     

A new generation of soil-geosynthetic interaction experimentation

A new device was developed to comprehensively assess the interaction between soil and reinforcement as well as the interaction between neighboring reinforcement layers in a reinforced soil mass, under both working and ultimate interface shear stress conditions. An understanding of these two interactions is required to assess the mechanical behavior of a geosynthetic-reinforced soil mass considering varying vertical reinforcement spacings. Specifically, the new device allows direct visualization of the kinematic response of soil particles adjacent to the geosynthetic reinforcement layers, which facilitates evaluation of the soil displacement field via digital image analysis. Evaluation of the soil displacement field allows quantification of the extent of the shear influence zone around a tensioned reinforcement layer. Ultimately, the device facilitates investigating the load transfer mechanisms that occur not only at the soil-reinforcement interface, but also at distances farther from the interface, thereby providing additional insight into the effect of vertical reinforcement spacing on a reinforced soil mass. Finally, the device allows monitoring of dilatancy within the reinforced soil mass upon shear stress generation at the interface between soil and reinforcement. Overall, the device was found to provide the measurements needed to adequately predict the strains developing both in reinforcement layers tensioned by direct application of external loads as well as in reinforcement layers tensioned by the shear transfer induced by adjacent geosynthetic reinforcements. Ultimately, the proposed experimentation technique allows generation of data required to evaluate the load transfer mechanisms amongst soil and reinforcement layers in reinforced soil structures. The strain magnitude in the neighboring reinforcements was found to exceed a magnitude of 10% of the strain magnitude obtained in the active reinforcement. The zone of shear stress transfer from the soil-reinforcement interface was found to exceed 0.2 m on each side of the active reinforcement.     

3D effects of turning corner on stability of geosynthetic-reinforced soil structures

Current design procedures of Geosynthetic-Reinforced Soil Structures (GRSS's) are for walls/slopes with long straight alignments. When two GRSS segments intersect, an abrupt change in the alignment forms a turning corner. Experience indicate potential instability problems occurring at corners. The purpose of this study is to explore the effects of turning corner on the stability of reinforced slopes. Three-dimensional (3D) slope stability analysis, based on limit equilibrium, resulted in the maximum tensile force of reinforcement. Parametric studies required numerous computations considering various geometrical parameters and material properties. The computed results produced efficient practical format of stability charts. For long-term stability of reinforced slopes with turning corner, the influences of pore water pressure and seismic loading are also considered. Turning corner can improve the stability of reinforced slopes by virtue of inclusion of end effects. However, localized increase of pore water pressure or directional seismic amplification may decrease locally thus stability requiring strength of reinforcement larger than in two-dimensional (2D) plane-strain. While using 2D analysis for non-localized conditions may require stronger reinforcement, it also requires shorter reinforcement than in 3D analysis; i.e., 2D analysis may be unconservative in terms of reinforcement length.     

Energy considerations in crack deflection phenomenon in single crystal silicon

Crack deflection in single-crystal brittle occurs when a crack, propagating on one cleavage plane, ‘chooses’, from energy considerations, to continue propagating on another cleavage plane. This phenomenon was identified during dynamic crack propagation experiments of thin, rectangular [0 0 1] single-crystal (SC) silicon specimens subjected to three-point bending (3PB). Specimens with long pre-cracks (hence propagating at a ‘low’ energy and velocity) cleave along the vertical (1 1 0) plane, while the same specimens but with short pre-cracks (and therefore with higher propagation energy and velocity) cleave along the inclined (1 1 1) plane. The same specimens with intermediate pre-crack length show that the crack first propagates on the (1 1 0) plane and then deflects to the (1 1 1) plane. We show that the deflection is due to variations of the material property that resists cracking, Γ, the dynamic cleavage energy, with velocity and crystallographic orientation. We propose selection criteria to explain the deflection: The crack will deflect to the plane with the lowest dynamic cleavage energy. We further suggest that crack deflection is the basic mechanism controlling the way the crack consumes energy while propagating and is the main cause of surface perturbations. The spatial temporal fracture energy along the (1 1 0) cleavage plane is evaluated.     

Self-fulfilling prophecy and gender: Can women be Pygmalion and Galatea?

To date, all published confirmations of the Pygmalion hypothesis among adults have involved men. The few studies among women have had methodological ambiguities. The authors conducted 2 experiments in the Israel Defense Forces to test the Pygmalion hypothesis among women. In both studies, the leaders were led to believe that the trainees randomly assigned to the Pygmalion condition had higher than usual potential. Experiment 1 tested the Pygmalion hypothesis among female officer cadets led by women. Although the treatment did raise expectations, none of the performance measures and none of the mediators or the moderators evidenced any expectancy effects. Experiment 2 tested the Pygmalion hypothesis among women and men taking the same course in gender-segregated platoons. The Pygmalion hypothesis was confirmed among men led by a man and among women led by a man but not among women led by a woman. The authors concluded that the Pygmalion effect can be produced among women but perhaps not by women. Pygmalion research among women leading men is now needed. (PsycINFO Database Record (c) 2010 APA, all rights reserved)     

Effects of Energy Availability on Immediate and Delayed Emotional Reactions to Work Events.

This study focuses on daily work events as proximal stimuli for discrete emotional reactions and suggests that availability of energy resources required for coping with goal-disruptive events, or for capitalizing on new opportunities offered by goal-enhancing events, influences intensity of emotional reactions. Using experience-sampling methodology with a sample of hospital residents, it is shown that negative emotion and fatigue following disruptive events are intensified when only limited energy resources are available due to current workload. However, positive emotions, promoted by goal-enhancing events, are mitigated due to inability to capitalize on new opportunities or challenges. Aftereffects of work events reveal that the energizing effect of goal-enhancing events mitigates end-of-day fatigue and negative emotion on high-workload days, although the effect of disruptive events is diminished by the end of such days, apparently because of lesser conspicuity against a background of high workload. Theoretical and practical implications are discussed. (PsycINFO Database Record (c) 2010 APA, all rights reserved)     

J II fracture testing of a plastically deforming material

A compact model II fracture specimen was previously analyzed and employed to determine the mode II fracture toughness K _IIc , of perspex. In employing this specimen for a more ductile material such as aluminium, it was observed that the load vs. crack sliding displacement record becomes nonlinear for small loads. Thus, concepts of linear elastic fracture mechanics cannot be employed. To this end, the specimen was calibrated for J-integral testing, so that J _IIc mesurements can be performed.In this study, mode I and II tests are carried out on an aircraft aluminium alloy, AI 7075-T7351. First, standard K _Ic tests are performed leading to a value of 27.9 15-1 which would be equivalent to a J _Ic of 10.7 kN/m. Then standard J _Ic tests are carried out on this material with specimen thicknesses, of 5, 7.5 and 9.9 mm, leading to an average J _Ic value of 10.5 kN/m. Methods for J _II testing are proposed; a series of specimens of six thicknesses between 5 and 16 mm are employed for testing. An average J _IIc value was found to be 40.2 kN/m which yields a K _IIc value of 54.1 15-2. Thus, K _IIc is seen to be approximately twice that of K _Ic for this material.     

TRIANGULATOR: Excel spreadsheets for converting relative bearings to XYZ coordinates, with applications to scaling photographs and orienting surfaces

TRIANGULATOR comprises two Microsoft Excel spreadsheets for processing relative bearing data from an electronic total station. Program XYZ converts bearings to positions. It determines x, y, z coordinates of points from relative bearings from two base stations of known relative position. Program LINES uses the output of XYZ. It converts the x, y, z coordinates of three points into the equation of a plane, yielding strike and dip of that plane. Then it uses bearings from one base station to points on a cliff face, and calculates their x′, z′ coordinates for either direct measurement of features, or determination of the scale of a photograph. An example demonstrates the application of the program to scale the photograph of an exfoliation fracture.