Frontal-to-side face re-identification based on hair, skin and clothes patches

2011 ◽  
Author(s):  
Antitza Dantcheva ◽  
Jean-Luc Dugelay
Keyword(s):  
Side Face

scholarly journals Analysis of influencing factors for the dressing process in double side face grinding

2021 ◽  
Author(s):  
Eckart Uhlmann ◽  
Linus Lichtschlag
Keyword(s):  
Grain Size ◽  
Tool Wear ◽  
Influencing Factors ◽  
Scientific Data ◽  
Speed Ratio ◽  
Workpiece Surface ◽  
Principal Influence ◽  
Side Face ◽  
Face Grinding ◽  
Wear Condition

AbstractIn grinding, the design of the dressing process is an essential part of work preparation and restoration of the grinding wheel’s profile and cutting ability. In contrast to most grinding processes, the choice of dressing parameters in double face grinding with planetary kinematics has so far only been experience-based. As a consequence, the dressing process causes a higher degree of tool wear than the machining of the workpieces. A focused design of the dressing process based on a scientific data could help to improve the ecological and the economic efficiency by reducing tool wear and the amount of dressing tools used. In this paper, methods for determining the wear condition and the result of the dressing process, including macro- and microscopic characteristic are presented. This includes a correlation analysis between parameters of wear characteristics and workpiece surface quality. Furthermore, technological investigations are carried out in order to systematically limit the main influencing factors on the dressing process. As a result, the parameters dresser grain size dgd, rotational speed ratio nld and the machined dresser height ∆hd are identified as significant for dressing. The knowledge about their principal influence on the dressing result could provide the basis for further research.

A study of the physical properties and bending stiffness of antistatic and antibacterial knitted fabrics

2021 ◽  
pp. 004051752110550
Author(s):  
Norina Asfand ◽  
Virginija Daukantienė
Keyword(s):  
Physical Properties ◽  
Bending Stiffness ◽  
Physical Characteristics ◽  
Control Group ◽  
Back Side ◽  
Knitted Fabrics ◽  
Area Density ◽  
Side Face ◽  
Face Side

Different fiber blends, knit patterns, and treatments may be applied to increase the functionality and comfort of knitted fabrics. In this research, the physical properties and bending stiffness of 1 × 1 rib and half-milano rib fabrics with four fiber blends (90% cotton/10% antistatic PET, 80% cotton/20% antistatic PET, 70% cotton/30% antistatic PET, and 65% cotton/35% antistatic PET) applied to each knit pattern were studied. The effect of fabric direction (course and wale), technical side (face side and back side), and treatment (dying, softening with Aquasoft® SI hydrophilic softener, and Polygiene VO-600 antibacterial finish) on the physical characteristics and bending stiffness of the fabrics was evaluated. The results revealed that dyeing and softening increased the fabric area density and both wale and course densities and decreased fabric thicknesses compared to the control fabrics. The antibacterial finish applied to the softened samples did not change the physical properties. Bending stiffness in the course direction was lower than in the wale direction, and it was higher for technical face samples than for technical back ones. The 1 × 1 rib knitted fabrics showed lower stiffness than the half-milano rib fabrics. Treatment of the investigated fabrics decreased bending stiffness for both treatment sample groups compared to the control group.

The Finite Element Analysis on the Local Compression of the Concrete Filled Steel Tubular Column-Beam Joint

2011 ◽  
Vol 368-373 ◽  
pp. 489-494 ◽  
Author(s):  
Xu Lin Tang ◽  
Jian Cai ◽  
Qing Jun Chen ◽  
An He ◽  
Chun Yang
Keyword(s):  
Finite Element Analysis ◽  
Finite Element ◽  
Compressive Stress ◽  
Element Analysis ◽  
Joint Zone ◽  
The Core ◽  
Principal Compressive Stress ◽  
The Finite Element Analysis ◽  
Side Face ◽  
Core Concrete

In order to study the mechanical behavior of the joint between concrete filled steel tubular column and beam with discontinuous column tube at the joint zone under axial pressure, the finite element analysis software ANSYS is adopted for parametric analysis and the analysis results are compared with experimental ones. The principal compressive stress is mainly transmitted by the inside area of the joint which is subjected to local compression if it is low, but extends to more outside areas of the joint if it is high. The radial compressive stress, which is the confined stress of the ring beam to the core concrete of the joint, keeps the same as that the width of the ring beam equal to the diameter of the core area of the joint. The vertical strain on the edge of the joint, which would lead to horizontal annular cracks in the side face of the ring beam, changes from tension in the whole height to tension only in the top part and compression in the lower part of the joint, which is consistent with the experimental phenomenon.

scholarly journals Computational assessment of wind flow field on and around atypical buildings

2020 ◽  
Author(s):  
Rajasekarababu KB
Keyword(s):  
Surface Pressure ◽  
Pressure Coefficient ◽  
Tall Buildings ◽  
Ground Level ◽  
Pressure Variation ◽  
Middle Level ◽  
Computational Results ◽  
Pressure Coefficients ◽  
Building Surfaces ◽  
Side Face

Abstract This article provides an overview of pressure coefficients ( Cp ) on atypical tall buildings with the application of CFD. Various modifications in architectural shapes on tall buildings eventually lead to a reduction in the wind load on building surfaces. The surface pressure on conventional (Square and rectangular) buildings is relatively different in comparison to other tall buildings. This study is to evaluate the surface pressure coefficient over rectangular, taper and setback buildings. The computational results show that the taper building has 7% Cp rise at ground level ( y/H= 0.225) in the windward face, and 34% Cp fall at the middle level ( y/H= 0.475) in the side face when compared with the rectangular building. Whereas for the setback building, Cp at ground level near setback ( y/H= 0.225) has reduced to about 25% and about 6% at the middle level ( y/H= 0.475) in windward than that in the rectangle building. Also, the side faces of the setback showed a 15% drop in Cp than other buildings. In leeward face, Cp is reduced to 56% near setback at the top of the building ( y/H= 0.725). This valuation of the Cp on these buildings shows that the effect of setbacks on building reduces the pressure variation on all faces and the downstream wake vortices.

scholarly journals Longitudinal shock of two elastic bars with the 2nd bar bases on rigid foundation and meets visco-elastic resistance on side face

1996 ◽  
Vol 18 (4) ◽  
pp. 6-13
Author(s):  
Nguyen Thuc An ◽  
Nguyen Dang To ◽  
Nguyen Hung Son
Keyword(s):  
General Model ◽  
Rigid Foundation ◽  
Elastic Resistance ◽  
Side Face

In this paper authors have studied problem of longitudinal shock of two elastic bars with more general model [1, 2]. Technically the model of this problem similar to driving pile, where the pile bases on rigid foundation and meets visco-elastic resistance of foundation on side face of the pile.

scholarly journals Settlement and bearingcapacity of long pile

Vestnik MGSU ◽  
2015 ◽  
pp. 52-61
Author(s):  
Armen Zavenovich Ter-Martirosyan ◽  
Zaven Grigor’evich Ter-Martirosyan ◽  
Tuan Viet Trinh ◽  
Ivan Nikolaevich Luzin
Keyword(s):  
Analytical Solution ◽  
Bearing Capacity ◽  
Quantitative Estimation ◽  
Pile Head ◽  
Dead Load ◽  
Rigid Pile ◽  
Side Face ◽  
Pile Settlement ◽  
General Force ◽  
Surrounding Soil

When a long pile is interacting with the soil, the combined force applied to the pile head is distributed among the side face and the pile toe inhomogeneously. The toe gets not more than 30 % from the general force, which doesn’t let using the reserves of the bearing capacity of relatively firm soil under the fifth pile. Account for the depth of the pile toe and the dead load of the soil allows increasing the bearing capacity of the soil under the pile toe and decrease the pile settlement in general. For the quantitative estimation of these factors it is necessary to solve the task on the interaction of the rigid long pile with the surrounding soil, which includes under the pile toe, which is absolutely rigid round stamp.The article presents the formulation and analytical solution to a quantification of the settlement of a circular foundation with the due account for its depth, basing on the development of P. Mindlin’s studies as well as the interactions between a long rigid pile and surrounding soils, including under pile toe.It is proposed to compare the estimated value of stresses under the heel of pile with the initial critical load for the round foundation to check the condition that the estinated value is less than the intial critical one.

Research and Design of Face Detection Based on OpenCV in CodeBlocks

2012 ◽  
Vol 532-533 ◽  
pp. 974-978
Author(s):  
Xue Cong Lv ◽  
Zheng Bing Zhang
Keyword(s):  
Face Detection ◽  
Full Range ◽  
Detection Algorithm ◽  
Imaging Processing ◽  
Side Face ◽  
Processing Software ◽  
Human Faces ◽  
Research And Design ◽  
And Training ◽  
Face Detector

To implement the problem that the side face detector is slow and its detection rate is low, in this paper, we choose the Adaboost face detection algorithm based on statistics. Then the characteristics of imaging processing software OpenCV and the principle and training flow of Adaboost face detector are introduced. Further, combination with the supplement Haar-like features improved, the full range of face detection based on OpenCV in CodeBlocks is achievement, thereby decreasing the loss of the human faces.

Experimental investigation of 0.6 in. diameter strand lifting loops

PCI Journal ◽  
2021 ◽  
Vol 66 (2) ◽  
pp. 71-87
Author(s):  
Sandip Chhetri ◽  
Rachel A. Chicchi ◽  
Andrew E. N. Osborn
Keyword(s):  
Failure Modes ◽  
Concrete Strength ◽  
Bond Stress ◽  
Pullout Capacity ◽  
Bond Quality ◽  
Concrete Blocks ◽  
Mohs Hardness ◽  
Side Face ◽  
Pullout Failure

Very little experimental data have been published relating to the pullout capacity of prestressing strand lifting loops. To address this gap in knowledge, 13 pullout tests were conducted on strand lifting loops with 0.6 in. (15.24 mm) diameter, 270 ksi (1860 MPa) strand. Straight and bent orientations were tested for single loops at different embedment depths. Loops were embedded in 12 in. (304.8 mm) wide and 44 in. (1117.6 mm) deep concrete blocks and subjected to monotonic, static loading until failure. Marginal bond quality of the strand (18.2 kip [81 kN]), Mohs hardness (3.6), and concrete strength (3000 psi [20.7 MPa]) resulted in an average bond stress value of 400 psi (2758 kPa) at failure. Most tests exhibited pullout failure modes and adequate ductility. Three loops tested at 32 in. (812.8 mm) embedment with 6 in. (152.4 mm), 90-degree bends experienced brittle side-face blowout failures. These failures were due to inclination of the lifting, which led to a reduced edge distance. A safe uniform bond stress of 199 psi (1372 kPa) is recommended for 0.6 in. diameter strand.

Replacement of Deformed Side-Face Steel Reinforcement in Deep Beams With Steel Fibers

Structures ◽  
2015 ◽  
Vol 3 ◽  
pp. 130-136 ◽  
Author(s):  
Robin G. Tuchscherer ◽  
Alejandra Quesada
Keyword(s):  
Steel Reinforcement ◽  
Steel Fibers ◽  
Deep Beams ◽  
Side Face
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