Abstract Soil particle shape analysis was conducted on two calcareous sands from Dissa and Matmata in Tunisia and one silica sand from Jumunjin in Korea using an image analysis method. This technique uses complex Fourier shape descriptors and image analysis of sand grains SEM photographs to provide accurate quantification of particle morphology and texture. The Fourier descriptors, denoted “Signature Descriptors”, provide measures of Elongation, Triangularity, Squareness, and Asymmetry and identify the overall shape of soil particles. A summary of higher-order descriptors provides textural information linked up to local roughness and texture characteristics. After analyzing the Fourier descriptors, elongation was found to be the major characteristics of the three sands, mainly for the Dissa and Matmata carbonate sands. In addition, the elongation signature descriptors for the Dissa and Matmata sands have very high values compared to those of Ras Alkhair (Saudi Arabia) and Dog’s bay (Ireland) sands. Therefore, the Dissa and Matmata carbonate sands have higher angles of friction and higher critical state angle of friction than Ras Alkhair and Dog’s bay sands. Furthermore, the Dissa and Matmata carbonate sands show higher roughness than Jumunjin’s silica sand.
In urban areas, deep excavation-induced ground deformations may damage adjacent existing structures and are conventionally evaluated by levelling at installed settlement points. However, a small number of measurements cannot represent the total changes in ground deformations adjacent to excavation sites. Furthermore, significant local subsidences may occur in places where settlement points have not been installed and only noticed after an accident. For deep excavation sites located in urban areas, paved pedestrian sidewalks are often located adjacent to sites, and construction activities can cause these paving blocks to become displaced. This study introduces a method to detect paving block displacements adjacent to deep excavation sites using terrestrial photogrammetry. A digital camera creating point cloud data (PCD) and an acquisition method satisfying the frontal and side overlap requirements were demonstrated. To investigate the displacement detections and measurement capabilities by PCD analysis, an experimental program was conducted, including a PCD comparison containing the uplift, settlement, and horizontal paving block displacement and reference data. The cloud-to-cloud distance computation algorithm was adopted for PCD comparisons. Paving block displacements were detected for displacements of 5, 7.5, and 10 mm in the uplift, settlement, and horizontal directions; however, the horizontal displacements were less clear. PCD analysis enabled satisfactory measurements between 0.024 and 0.881 mm for the vertical-displacement cases, but significant errors were observed for the horizontal-displacement cases owing to the cloud-comparison algorithm. The measurement blind spot of limited settlement points was overcome by the proposed method that detected and measured paving block displacements adjacent to excavation sites.
The authors numerically investigate the interaction of pre-chirping and self-phase modulation in dispersion-managed 10 Gbit/s transmission. The pre-chirping suppresses the chirping induced by self-phase modulation in the post-compensation scheme, while enhancing the signal distortion caused by self-phase modulation in the pre-compensation scheme. They also explain the physical mechanism of signal distortion in a high power dispersion compensated transmission system.
Abstract The geosynthetic reinforcement in a pile-supported (GRPS) embankment can be designed using the CUR226 (2016) design guideline. This design guideline adopted the Concentric Arches model (Van Eekelen et al, 2013, 2015). The validated application of this model is limited to GRPS embankments whose geometry and materials meet the conditions of the field cases and experiments used for the validation of the Concentric Arches model. This means for example that: the whole embankment should be located above the groundwater table and that at least one geogrid layer should be used as reinforcement. If these requirements are not met, additional measurements are requested by CUR226 to demonstrate that the system comes within the framework of the guideline. This paper presents and discusses field measurements that were therefore conducted in a partially submerged GRPS embankment. The embankment was reinforced with two layers woven geotextile and no geogrid. It was concluded that the Concentric Arches model matches the measured geotextile strains very well, so that we may conclude that the CUR226 is also applicable for geotextile-reinforced piled embankment without geogrids. Furthermore, an increasing groundwater level seems to result in a reduction of the geotextile strain. It is recommended to conduct more research to further analyse the influence of water in GRPS embankments.
(N-2-ethylhexyl)-3(6)-phenothiazinylene vinylene-co-9,10-anthrylene vinylene), KPD-1, as a new low molecular weight dopant was synthesized. Poly(1,12-dodecanedioxy-2-methoxy-1,4-phenylene-1,2-ethenylene-1,1′-biphenyl-4,4′-ylene-1,2-ethenylene-3-methoxy-1,4-phenylene),[Poly(BFMP12–AV)], as a matrix polymer was also prepared by Honer-Emmons condensation. Single- and multi-layered PLEDs were fabricated with a mixture of dopant/matrix polymer as an emissive layer. The effect of dopant/matrix polymer and device structures on the energy transfer and electro-optical properties of doped PLEDs was discussed in terms of emission color changes and luminescence efficiency of doped PLEDs.
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