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Analysis of crack propagation in a “pull-out” test

out the anchor for any material and for any length of anchoring. The HILTI HDA-P M20x250/100 anchor was adopted for pull-out tests. with anchoring length of 25 cm will be used ( “European Technical Assessment…” ), the picture of this anchor is shown in Fig. 1 . Figure 1 Pre-set undercut Hilti HDA-P anchor. To mount this anchor, it is placed in a prepared hole in the anchored surface. Then, a drill is attached to the anchor, and while drilling, the anchor undercuts itself with deflecting elements. Scheme of mounting the anchor is shown in Fig. 2

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Experimental and statistical analysis of blast-induced ground vibrations (BIGV) prediction in Senegal’s quarry

1318 6.86 9.27 2.54 9.27 Conveyor belt 458 140 653 2.16 6.35 2.41 6.35 6 P1 (Upper exploitation level) 82 140 139 48.26 39.62 25.4 48.26 Garage station 624 140 2022 2.03 3 1.71 3 Lake Ddoudj 300 140 2020 5.33 8.76 5.9 8.76 Macodo 455 140 1318 6.1 8.54 3.43 8.54 Conveyor belt 436 50 653 5.34 13.97 3.87 13.97 7 P1 (Upper exploitation level) 150 50 139 13 13.84 8.25 13.84 Garage station 597 50 2022 4.76 7

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Shear Strength Enhancement of Cemented Reinforced Sand: Role of Cement Content on the Macro-Mechanical Behavior

of Chlef sand and cemented sand. Figure 3 Materials used in this study: (a) Sand, (b) Cement, (c) Sample preparation. Table 1 Physical characteristics of Chlef sand and cemented sand. Materials Cc (%) γ S (g/cm 3 ) D 50 (mm) C Unif (.) C Curv (.) e min (.) e max (.) Sand 0 2.719 0.44 2.35 1.32 0.588 0.853 sand cemented 2.5 2.735 0.43 2.5 1.4 0.542 0.831 5 2.765 0.42 2.66 1.5 0.535 0.811 7.5 2.81 0.41 2.75 1.45 0.529 0.815 10 2.845 0.4 2

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Hydraulic Characterization of a Self-Weight Compacted Coal

1 Introduction The stocks of coal are crucial areas of coal-fired power plants, in terms of safety, optimization of energy storage and environmental implications (e.g., [ 1 ], [ 2 ]). Although they are now usually protected from rain and wind by storage structures or more simply by coating with tarpaulins, in many old plants in the world these stocks are still exposed to natural climatic conditions such as rain. This climatic condition could allow the air pollution with fine coal particles, as close to mining areas (e.g., [ 3 ]), and leaching processes due to

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Critical state constitutive models and shear loading of overconsolidated clays with deviatoric hardening

London clay 0.25 0.064 0.168 0.85 0.8 1.1 0.005 2 Weald clay 0.2 0.025 0.093 0.9 0.7 1.1 0.001 2 Boom clay 0.3 0.017 0.03 0.71 0.4 0.8 0.0025 2 Table 4 CASM parameters for different clays. Model parameter r n m London clay 2.0 1.8 2.5 Weald clay 2.714 4.5 2.9 Boom clay 2.4 2.0 2.0 3.1 Undrained triaxial tests The model undrained response was validated on data from undrained triax-ial tests performed by Gasparre (2005) in her work on

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Shear strength of compacted Chlef sand: effect of water content, fines content and others parameters

2.653 0.08 0.38 5.28 1.70 0.487 0.811 Sand-silt mixtures 20 2.656 0.04 0.33 9.80 1.92 0.455 0.776 30 2.659 0.03 0.32 13.31 0.84 0.421 0.749 40 2.662 0.02 0.25 15.17 0.01 0.489 0.803 Chlef silt 100 2.667 - 0.03 - - 0.593 0.783 Table 2 Chemical analysis of tested materials [ 3 ]. Composition (%) Chlef sand Chlef silt Fire loss 14.34 10.85 Total Silica (SiO 2 ) 55.89 48.95 Alumina (Al 2 O 3 ) 5.58 34.08 Oxide of iron (Fe 2

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Application of The New Shape Crushing Plate in Machine Crushing Processes

force Average maximum crushing force Average crushing force Specific energy Technical performance F peak F ¯ a v m a x ${{\bar{F}}_{a{{v}_{max}}}}$ F av L s W t [kN] [kN] [kN] [kJ/kg] [t/h] I 262.80 138.76 45.72 3.07 2.13 II 234.39 64.84 16.69 3.71 0.38 III 229.89 62.74 17.01 3.59 0.40 IV 148.25 59.64 18.12 2.29 1.10 V 152.18 60.52 18.23 2.31 1.24 VI 127.03 60.24 18.70 2.14 0.82 Figure 15 Scheme of measurement of the outlet

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Slurry shield tunneling in soft ground. Comparison between field data and 3D numerical simulation

soil parameters determined from geotechnical tests are summarized in Table 2 . The shield, retaining wall, tunnel lining, and grouting layer are assumed to be elastic linear. The properties of the slurry shield are acquired from Katebi et al. (2015) . Table 2 Mohr–Coulomb parameters. Layer Depth - Shear (G) Bulk (K) Weight (g) Cohesion (c’) Friction (j’) Dilatancy (y’) m MPa MPa kN/m 3 KPa ° ° Fill 0–7 2.92 7.8 18 30 30 17 Beige silt 7–10 2.74 7.3 19.5 12 33 20 Ocher silt

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Stress states caused in chamber of reinforced concrete grain silo by non-centric emptying on large eccentricities

, according to Eurocode 1, Part 4 [ 11 ], the recommended values amount to 0.25, 0.4 and 0.6. When applying the above relations, it is necessary to once again calculate the parameters determining the geometry of the flow channel each time the radius of the silo is changed. The Eq. (5) for determining the value of cos θ c , after appropriate mathematical transformations, can be written in a form that is independent of the radius of the silo: (7) cos θ c = 1 + ( e c r ) 2 + G 2 2 e c r

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Effect of Geotextile Reinforcement on Shear Strength of Sandy Soil: Laboratory Study

.1016/0266-1144(94)90055-8. [25] LATHA M.G., MURTHY V.S., Effects of reinforcement form on the behavior of geosynthetic reinforced sand, Geotextiles and Geomembranes, 2007, 25(1), 23-32, DOI: 10.1016/j.geotexmem.2006.09.002. [26] LATHA M.G., MURTHY S.V., Investigation on sand reinforced with different geosynthetics, Geotechnical Testing Journal, 2006, 29(6), DOI: 10.1520/GTJ100439. [27] LIU J., WANG G., KAMAI T., ZHANG F., YANG J., SHI B., Static liquefaction behavior of saturated fiber-reinforced sand in undrained ring-shear tests, Geotextiles and Geomembranes

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