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Effect of randomly distributed polypropylene fiber reinforcement on the shear behavior of sandy soil

(mm) ASTM D-422 2.00 Coefficient of uniformity, C u (.) ASTM D-422 2.227 Coefficient of curvature, C c (.) ASTM D-422 0.891 Mean specific gravity, Gs(.) ASTM D854-02 2.665 Maximum void ratio, e max (.) ASTM D4253-00 0.85 Minimum void ratio, e min (.) ASTM D4254-00 0.56 2.1.2 Fiber reinforcement The fiber used in this study was a white monofilament polypropylene fiber with an average length of 12 mm and a diameter of32 μm ( Figure 3 ). Different fiber contents, Fc = 0%, 0.25%, 0.5% and 0.75% were used. A

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Effective Friction Angle Of Deltaic Soils In The Vistula Marshlands

] [%] [%] [%] [%] Organic silty clay (OH) 3.2÷4.05 54.4 ÷75.9 14.22 ÷14.52 2.54 ÷2.61 40.7 ÷55.3 90.4 ÷119.0 49.7 ÷63.7 11.4 ÷16.2 Organic silt (OH) 9.5÷10.5 45.4 ÷57.3 15.6÷16.6 2.54 ÷2.67 228.3 ÷38.0 53.7÷57.1 15.7 ÷27.55 4.2÷7.1 Peat (Pt) 13.0÷14..0 179.2 10.5 1.57 N/A N/A N/A 87.2 2 Testing Methodology 2.1 Triaxial tests The consolidated undrained (CU) triaxial compression test ( ASTM D4767, 2011 ) was conducted on muds (organic silty clay and organic silt) taken from 3.2–4.0 m and 9.5–10.0 m and on peat from

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Penetrative convection due to absorption of radiation in a magnetic nanofluid saturated porous layer

Heat and Mass Transfer, 68, 211-214. 10.1016/j.ijheatmasstransfer.2013.09.026 Nield D.A. Kuznetsov A.V. 2014 Thermal instability in a porous medium layer saturated by a nanofluid: a revised model International Journal of Heat and Mass Transfer 68 211 214 [4] Yadav, D., Agarwal, G., Lee, J. (2016). Thermal instability in a rotating nanofluid layer: a revised model. Ain Shams Engineering Journal, 7(1), 431-440. 10.1016/j.asej.2015.05.005 Yadav D. Agarwal G. Lee J. 2016 Thermal instability in a rotating nanofluid layer: a revised

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

simulated by vertical displacement applied on the upper edge of the anchor, and a contact was modeled between the anchor and sandstone, with 5 different friction coefficients: h = 0.01, 0.1 0.2, 0.5 and 1.0. There was no possibility to determine the exact friction coefficient between these two material because in this test, the rock under heavy load crushes, but still this crushed part transfers the load further. The critical force was determined by the sum of the vertical reactions in nodes with applied displacement, both in the case of the load specified in the

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Application of The New Shape Crushing Plate in Machine Crushing Processes

.64 10.94 10.85 7.58 7.77 9.75 2 < d ≤ 4 5.14 5.23 4.00 3.37 3.27 4.01 1 < d ≤ 2 3.68 3.44 2.97 2.16 2.25 2.65 0.5 < d ≤ 1 2.35 1.91 2.21 1.27 1.71 1.57 0.25 < d0.5 1.99 1.62 1.51 1.04 1.34 1.40 0.125 < d ≤ 0.25 2.18 1.61 1.62 0.99 1.39 1.44 0.063 < d ≤ 0.125 2.05 1.67 0.54 1.06 1.38 1.43 d ≤ 0.063 0.66 1.17 1.62 0.84 0.54 0.73 Table 3 presents the comparison for six sets of plates related to the average grain size of the product d 80

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

dense state then the influence of water content (w = 0, 1, 2, 3%) on the shear strength and on the mechanical characteristics c and φ of clean sand and finally the influence of the preparation method on the shear strength of the sand-silt mixtures with a fines content 0, 10, 20, 30 and 40% and water content in the dry and the wet case. 2 Laboratory Test Program 2.1 Tested Materials The tests were carried out on the sand of Oued Chlef (Chlef, Algeria), containing 0.5% of non-plastic silt with I p = 5.02%. The sand was sieved to 0.08mm to obtain the fines, and

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Modelling Of Rock Joints Interface Under Cyclic Loading

the experimental data ( Fig. 17 ). The results of research presented by Kamonphet et al. in the paper [ 10 ] were selected as the comparative data ( Fig. 17b and Fig. 18b) . In the experiment, the rock sample (Tak granite) was placed in the apparatus for conducting shear tests, loaded with a normal stress σ n = 0.5 MPa and σ n = 4 MPa and forced to move with the displacement amplitude u 0 = ±5 mm . Test was performed on natural joint. Simulations were carried out with the assumption of uniform, symmetrical with respect to “0”, shape of the asperity. The

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

/s) Longitudinal Vertical Transversal DG 606 15 653 1.4 2.47 0.82 2.47 1 P1 (Lower exploitation level) 84 15 2022 15.94 31.82 23.5 31.82 P1 (Upper exploitation level) 143 15 139 7 8.76 4.7 8.76 Lake Ddoudj 291 15 2020 8 10.54 7.43 10.54 Macodo 529 15 1318 2.67 2.8 1.01 2.8 DG 613 30 653 1.71 4.12 1.27 4.12 2 P1 (Upper exploitation level) 136 30 139 11.05 13.84 7.62 13.84 P1 (Lower exploitation level) 92 30 2022 20

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The Consequences of Non-Uniform Founding of Concrete Tank in Weak Wet Subsoil

the changes in crack width as well as displacement along the crack ( Fig. 10 ). The location of the gauges is shown in Figure 11 . The measurement results are shown here as well. An analysis of the data from Figure 11 indicates that the crack measured with gauge No. 4 in the chamber No. 1 is immovable. The remaining cracks in this chamber show little changes in width (up to 0.2 mm). They also show very little displacement along crack (up to 0.05 mm), except the gauge No. 6 fixed next to longitudinal partition wall in the region with piles. This gauge was found to

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2D numerical analysis of the seismic response of a karst rock mass: importance of underground caves and geostructural details

limestones and greyish dolomite with local small inclusions and/or grey leading to black coloured laminations ( Fig. 2 ). These limestones have a thickness of several hundred metres. In the study area, they are stratified with layers of 1-m thickness (standard deviation, 0.5 m), position D = 330°, i = 5° (standard deviation, 1°) and I = 60°. The tectonic structures found in the area are attributable to two phases, characterised by different tension fields. The first phase had a compressive nature and generated a smooth anticlinal fold, whose axis are oriented approximately

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