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Background Incontentia pigmenti (IP) is a rare multisystem disorder of ectodermal origin comprising skin, dental, ocular and central nervous system features. Symptomatic treatments are adapted to each family according to the patient’s disability. Due to its rarity, the family IP burden in its broadest sense (psychological, social, economic and physical) has not yet been evaluated. Aim To design a questionnaire allowing assessing the family burden of IP (F’BoIP). Method A questionnaire was developed using a standardized methodology for designing quality of life questionnaires according to the following steps: conception, development, and validation. A multidisciplinary working group was designed, including experts in questionnaire development, dermatologists specialised in IP patient care and representatives of the French IP association. A cultural and linguistic validation into US English was conducted, based on the original French version. Results A 20-item conceptual questionnaire was generated. Subsequent confirmatory analyses produced a 20-item questionnaire grouped into four domains, demonstrating internal consistency (Cronbach’s alpha: 0.93), reproducibility and high reliability. The F’BoIP questionnaire significantly correlated with other validated questionnaires: Family Dermatology Life Quality Index (F-DLQI), Perceived Stress Scale (PSS) and SF-12 mental and SF12 physical scores, indicating good external validity. Conclusion The F’BoIP questionnaire is the first specific tool to assess the family burden of IP and can be used by both family members of IP patients and by health care professionals. It is a valuable tool which evaluates medical and nonmedical strategies to improve the daily life of families affected by this orphan disease.

This book deals with in-situ tests that are performed in geotechnics to identify and characterize the soil. These measurements are then used to size the Civil Engineering works This book is intended for engineers, students and geotechnical researchers. It provides useful information for use and optimal use of in-situ tests to achieve a better book adaptation of civil engineering on the ground

Different approaches have been used for modeling retention curves. The experimental correlation was first proposed [1-3]. The physical modelling of unsaturated soils is used for this study. The shape of the retention curve is a consequence of physical assumptions. The paper presents a theoretical model based on elastic spherical particle arrangement. Firstly, a uniform model is presented with a single diameter of soil particle. The second step extends the use of the model to graded soils. The model uses only physical parameters easy to measure. The model is compared with the experimental retention curve of two different samples, the Livet-Gavet loam (1.61m-3mm) as paste and the Gavet sandy loam compacted with 85 falls per layer of Proctor weight. It shows its ability to model the experimental curves. It is of great interest for engineers as it uses only physical parameters. It gives a direct determination of the retention curve along the wetting path and along the drying path. It shows also the importance of adsorbed water to describe the retention curve.

Modelling the relation between the degree of saturation and the suction (ie retention curve) is an important challenge for geotechnical engineering. It has a huge influence on the behavior of large soil constructions as levees, embankments, road earthworks. We present here a theoretical model of retention curve which considers physical relations of unsaturated soils. With this approach, there is no need to assume particular shapes of the retention curves, which are a consequence of the physical assumptions. The present study is focused on a theoretical model based on elastic spherical particle arrangement. As a first step a uniform model is presented with a single diameter of soil particle. A second step extends the use of the model to graded soils. The model uses only 5 physical parameters. It is compared with the experimental retention curve of two different samples of glass uniform particles and two different graded soils, a graded glass sample and the Livet-Gavet loam. It shows its ability to model the experimental curves and a better agreement than the former theory of Brooks and Corey (1966). This current publication is funded by the French National Project «Terredurable» (ANR 2011),.

The present research is funded by the French National Project « TerreDurable », which is dedicated to the study of soils in quasi-saturated conditions (close to saturation) for the analysis of stability and settlement of earth structures such as embankment, dams. A global presentation of the drying-wetting test shows the volume change, air entry and soil-water characteristics of the soil at slurry and oven-dried conditions. Unsaturated undrained triaxial test was carried out in order to investigate the variation of pore-water pressure from quasi-saturated domain to saturation. The experimental results of the triaxial test are then modeled using a two-dimensional explicit finite difference program (Flac 2D). A constitutive law developed in the TerreDurable project allows better understanding the behaviour of quasi-saturated soils using the water retention curve of quasi-saturated domain proposed by Boutonnier (2007, 2010). A simple effective stress model is used (Cam Clay) by taking into account both the suction and the compressibility of equivalent fluid (water + air). The results from numerical calculation and experimental measurements are compared.

The research presented in this publication is funded by the French National Project « Terredurable », which is dedicated to the study of soils in quasi-saturated conditions (close to saturation). Stability and deformation of earth structures are reanalyzed with a quasi-saturated hydromechanical model. In this paper, IPI tests are modeled with a two-dimensional explicit finite difference program (Flac 2D). The model presented considers mechanical soil theory to approach earthwork tests by integrating a compressible bulk modulus. Results of the numerical approach show how it is possible to link parameters of near saturation soil mechanic (saturation, suction) to earthwork strength of soil parameters (IPI value).

This chapter discusses the various rock and soil sampling techniques and the procedures followed. Sampling techniques must be selected according to the soil to be tested. They use several methods: wells, trenches, excavation and tunnels (mechanically or manually dug); manual drilling (done by hand with an auger); punch drilling, and rotation drilling. Drilling can be classed into three categories as core drilling, semi‐destructive drilling, and destructive drilling. The procedures followed are not arbitrary. They are now defined by a standard. Deep reconnaissance is limited to several meters in fine soils. It collects soil with two jaws enabling the ascent of the disturbed soil to the surface. Sampling techniques must be selected according to the soil to be tested. For rock drillings, the fracturing density is stated and called the rock‐quality designation (RQD). This allows the classification of rocks based on their weathering.

The Marchetti flat dilatometer is a normalized test that provides an estimate of the settlement of foundations and coefficient K 0 of the soil. Other applications being developed involve compacting control systems, detecting sliding surfaces on slopes, soil liquefaction, deformation of laterally loaded piles and other geotechnical problems by using the correlations. A Marchetti dilatometer test involves inserting a flat blade located at the end of a series of rods. Once the test depth is reached, a circular steel membrane located on one side of the blade is horizontally bent into the soil. The pressure is measured at the two levels of the bend in the blade. This chapter illustrates the general layout of the dilatometer test. Interpretation involves correcting pressures A and B using membrane correction values of AA, AB which are determined by free air calibration.

This chapter discusses various static loading tests, focusing first on the two types of plate loading tests, namely low‐pressure loading test to determine the soil's stiffness, and high‐pressure loading test to determine the safety coefficient related to the limit load. The low‐pressure loading test consists of applying a supposedly even pressure to the surface of the ground by means of a rigid plate. High‐pressure loading test is carried out with a small section bearing plate located in the bottom of a well, at the presumed level of the foundation. The chapter then focuses on the pile‐loading test, which consists of loading a pile vertically or horizontally up until its load‐bearing capacity or its critical load, in order to verify that the effective load is in line with the expected load. Two types of loading can be distinguished: progressive loading with no intermediary unloading and progressive loading with intermediary unloading.

Measuring the total pressure in the ground is done through the intermediate of a pressure sensor buried in the ground, which transfers the required information to the surface. Deformation measuring systems are based on various principles, such as mechanical, hydraulic, acoustic, capacitive, inductive, and piezoelectric. Interstitial pressure is measured in piezometers. To protect it, as well as to obtain a better distribution of constraints on their sensitive sides, sensors are often surrounded by a pocket of fine sand. This could potentially be considered an inclusion. Changes in temperature can have an effect on the electric circuit of the deformation gauges, the expansion of the liquid inside the sensor, the global expansion of the sensor which will be different from that of the neighboring ground, and the vibrating wires, if present. Membrane sensors seem preferable to piston sensors since they cause less disturbance to the field of constraint in the ground.