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Behaviour of eccentrically inclined loaded rectangular foundation on reinforced sand

Sujata Gupta
Sujata Gupta
 e 
Anupam Mital
Anupam Mital
   | 30 giu 2021
Studia Geotechnica et Mechanica's Cover Image
INFORMAZIONI SU QUESTO ARTICOLO
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Article Category: Original Study
Pubblicato online: 30 giu 2021
Pagine: 74 - 89
Ricevuto: 27 lug 2020
Accettato: 06 feb 2021
DOI: https://doi.org/10.2478/sgem-2021-0003
Parole chiave
© 2021 Sujata Gupta et al., published by Sciendo
This work is licensed under the Creative Commons Attribution 4.0 International License.

Figure 1(a)

Schematic view of the test setup.
Schematic view of the test setup.

Figure 1(b)

Top view of model footing with eccentric holes in both dimensions.
Top view of model footing with eccentric holes in both dimensions.

Figure 1(c)

Ultimate load per unit length ququ on a model footing: (a) axial centric load; (b) eccentric-inclined load.
Ultimate load per unit length ququ on a model footing: (a) axial centric load; (b) eccentric-inclined load.

Figure 2(a)

Test arrangements of embedded model footing.
Test arrangements of embedded model footing.

Figure 2(b)

Experimental test setup: (a) horizontal frame; (b) 7° inclined frame; (c) 14° inclined frame.
Experimental test setup: (a) horizontal frame; (b) 7° inclined frame; (c) 14° inclined frame.

Figure 3

Grain size distribution curve.
Grain size distribution curve.

Figure 4(a)

Cross-section of adopted criteria for placement of geogrid.
Cross-section of adopted criteria for placement of geogrid.

Figure 4(b)

Photographic image of placed geogrid.
Photographic image of placed geogrid.

Figure 5

Variation of L–S curve for Df/B at axial centric loading (e = 0, a = 0°).
Variation of L–S curve for Df/B at axial centric loading (e = 0, a = 0°).

Figure 6(a)

Variation of L–S curve for eccentric loading with an embedment depth Df/B along with (a) larger dimension (e/L) and (b) smaller dimension (e/B)
Variation of L–S curve for eccentric loading with an embedment depth Df/B along with (a) larger dimension (e/L) and (b) smaller dimension (e/B)

Figure 6(b)

Variation of L–S curve for inclined loading with an embedment depth Df/B.
Variation of L–S curve for inclined loading with an embedment depth Df/B.

Figure 6(c)

Variation of L–S curve for Df/B = 0) at eccentric-inclined loading along with (a) larger dimension (e/L, a) and (b) smaller dimension (e/B, a).
Variation of L–S curve for Df/B = 0) at eccentric-inclined loading along with (a) larger dimension (e/L, a) and (b) smaller dimension (e/B, a).

Figure 7

Variation of L–S curve with multiple layers of geogrid N for (a) surface footing Df/B = 0, (b) embedded footing Df/B = 0.5, and (c) embedded footing Df/B = 1.0 at axial centric loading (e = 0, α = 0).
Variation of L–S curve with multiple layers of geogrid N for (a) surface footing Df/B = 0, (b) embedded footing Df/B = 0.5, and (c) embedded footing Df/B = 1.0 at axial centric loading (e = 0, α = 0).

Figure 8

Variation of BCR with N at eccentric loading along the length and width side.
Variation of BCR with N at eccentric loading along the length and width side.

Results of rectangular footing subjected to inclined loading (a°) in unreinforced and reinforced sand conditions.

Df/B α° N qu Su BCR SR qu(e-i)qu(e-i=0) {{{q_{u(e - i)}}} \over {{q_{u(e - i = 0)}}}}
0 0 0 212 2.2 1.00 1.00 1.00
0 0 1 240 3.8 1.13 1.73 1.00
0 0 2 282 4.1 1.33 1.86 1.00
0 0 3 348 4.7 1.64 2.14 1.00
0 0 4 368 6 1.74 2.73 1.00
0 7 0 134 2.8 1.00 1.00 0.63
0 7 1 222 3.4 1.66 1.21 0.93
0 7 2 240 3.8 1.79 1.36 0.85
0 7 3 280 4 2.09 1.43 0.80
0 7 4 310 4.5 2.31 1.61 0.84
0 14 0 110 1.7 1.00 1.00 0.52
0 14 1 154 2.4 1.40 1.41 0.64
0 14 2 224 3 2.04 1.76 0.79
0 14 3 268 4.1 2.44 2.41 0.77
0 14 4 282 4.3 2.56 2.53 0.77
0.5 0 0 330 1.4 1.00 1.00 1.00
0.5 0 1 370 3.8 1.12 2.71 1.00
0.5 0 2 400 4 1.21 2.86 1.00
0.5 0 3 450 4.2 1.36 3.00 1.00
0.5 0 4 470 5 1.42 3.57 1.00
0.5 7 0 270 1.7 1.00 1.00 0.82
0.5 7 1 300 2.5 1.11 1.47 0.81
0.5 7 2 350 3 1.30 1.76 0.88
0.5 7 3 400 3.5 1.48 2.06 0.89
0.5 7 4 422 4 1.56 2.35 0.90
0.5 14 0 195 1.2 1.00 1.00 0.59
0.5 14 1 232 1.5 1.19 1.25 0.63
0.5 14 2 300 2.5 1.54 2.08 0.75
0.5 14 3 340 2.6 1.74 2.17 0.76
0.5 14 4 360 4 1.85 3.33 0.77
1 0 0 400 3.2 1.00 1.00 1.00
1 0 1 460 6 1.12 1.88 1.00
1 0 2 510 7 1.24 2.19 1.00
1 0 3 540 7.5 1.32 2.34 1.00
1 0 4 580 8.5 1.41 2.66 1.04
1 7 0 350 3.2 1.00 1.00 0.85
1 7 1 385 4.1 1.10 1.28 0.84
1 7 2 455 4.4 1.30 1.38 0.89
1 7 3 490 6.12 1.40 1.91 0.91
1 7 4 520 6.98 1.49 2.18 0.93
1 14 0 270 3 1.00 1.00 0.66
1 14 1 322 3.2 1.19 1.07 0.70
1 14 2 390 3.5 1.44 1.17 0.76
1 14 3 420 3.8 1.56 1.27 0.78
1 14 4 430 5 1.59 1.67 0.77

Properties of Yamuna sand.

Sand Properties Value
Soil type SP
Specific gravity, G 2.65
Effective particle size, D10 (mm) 0.17
Uniformity coefficient, Cu 3.53
Coefficient of curvature, Cc 0.80
Working dry density, γd (kN/m3) 15.71
Maximum dry unit weight, γd(max) (kN/m3) 17.5
Minimum dry unit weight, γd(min) (kN/m3) 12.9
Angle of internal friction, (ϕ°) 36
Maximum void ratio, emax 0.77
Minimum void ratio, emin 0.50

Results of eccentrically loaded (e/B) rectangular footing in unreinforced and reinforced sand conditions.

Df/B α° N qu Su BCR SR qu(e-i)qu(e-i=0) {{{q_{u(e - i)}}} \over {{q_{u(e - i = 0)}}}}
0 0 0 212 2.2 1.00 1.00 1.00
0 1 0 240 3.8 1.13 1.73 1.00
0 2 0 282 4.1 1.33 1.86 1.00
0 3 0 348 4.7 1.64 2.14 1.00
0 4 0 368 6 1.74 2.73 1.00
0 0 0.05 180 2.2 1.00 1.00 0.85
0 1 0.05 206 3.2 1.14 1.45 0.86
0 2 0.05 270 3.5 1.50 1.59 0.96
0 3 0.05 312 3.7 1.73 1.68 0.90
0 4 0.05 325 4.5 1.81 2.05 0.88
0 0 0.1 148 1.8 1.00 1.00 0.70
0 1 0.1 160 2 1.08 1.11 0.67
0 2 0.1 248 3 1.68 1.67 0.88
0 3 0.1 270 3.2 1.82 1.78 0.78
0 4 0.1 305 3.8 2.06 2.11 0.83
0 0 0.15 132 1.2 1.00 1.00 0.00
0 1 0.15 140 1.5 1.06 1.25 0.58
0 2 0.15 232 2 1.76 1.67 0.82
0 3 0.15 212 2.8 1.61 2.33 0.61
0 4 0.15 280 3.3 2.12 2.75 0.76
0.5 0 0 330 1.4 1.00 1.00 1.00
0.5 1 0 370 3.8 1.12 2.71 1.00
0.5 2 0 400 4 1.21 2.86 1.00
0.5 3 0 450 4.2 1.36 3.00 1.00
0.5 4 0 470 5 1.42 3.57 1.00
0.5 0 0.05 300 1.5 1.00 1.00 0.91
0.5 1 0.05 338 2.8 1.13 1.87 0.91
0.5 2 0.05 380 3 1.27 2.00 0.95
0.5 3 0.05 400 4 1.33 2.67 0.89
0.5 4 0.05 450 5 1.50 3.33 0.96
0.5 0 0.1 258 1.3 1.00 1.00 0.78
0.5 1 0.1 310 2.7 1.20 2.08 0.84
0.5 2 0.1 342 2.9 1.33 2.23 0.86
0.5 3 0.1 358 3.5 1.39 2.69 0.80
0.5 4 0.1 380 3.8 1.47 2.92 0.81
0.5 0 0.15 240 1 1.00 1.00 0.73
0.5 1 0.15 280 1.5 1.17 1.50 0.76
0.5 2 0.15 300 2.4 1.25 2.40 0.75
0.5 3 0.15 328 2.6 1.37 2.60 0.73
0.5 4 0.15 360 3 1.50 3.00 0.77
1 0 0 400 3.2 1.00 1.00 1.00
1 1 0 460 6 1.12 1.88 1.00
1 2 0 510 7 1.24 2.19 1.00
1 3 0 540 7.5 1.32 2.34 1.00
1 4 0 580 8.5 1.41 2.66 1.04
1 0 0.05 390 2 1.00 1.00 0.95
1 1 0.05 430 3 1.10 1.50 0.93
1 2 0.05 470 4.8 1.21 2.40 0.92
1 3 0.05 490 5.1 1.26 2.55 0.91
1 4 0.05 550 6.2 1.41 3.10 0.98
1 0 0.1 342 1.4 1.00 1.00 0.83
1 1 0.1 400 2.4 1.17 1.71 0.87
1 2 0.1 420 3.1 1.23 2.21 0.82
1 3 0.1 450 3.4 1.32 2.43 0.83
1 4 0.1 500 6 1.46 4.29 0.89
1 0 0.15 302 1.1 1.00 1.00 0.74
1 1 0.15 362 2.4 1.20 2.18 0.79
1 2 0.15 385 2.8 1.27 2.55 0.75
1 3 0.15 400 2.9 1.32 2.64 0.74
1 4 0.15 460 3.5 1.52 3.18 0.82

Results of eccentrically loaded (e/L) rectangular footing in unreinforced and reinforced sand conditions.

Df/B α° N qu Su BCR SR qu(e-i)qu(e-i=0) {{{q_{u(e - i)}}} \over {{q_{u(e - i = 0)}}}}
0 0 0 212 2.2 1.00 1.00 1.00
0 1 0 240 3.8 1.13 1.73 1.00
0 2 0 282 4.1 1.33 1.86 1.00
0 3 0 348 4.7 1.64 2.14 1.00
0 4 0 368 6 1.74 2.73 1.00
0 0 0.05 190 2.3 1.00 1.00 0.90
0 1 0.05 210 3.3 1.11 1.43 0.88
0 2 0.05 278 3.5 1.46 1.52 0.99
0 3 0.05 320 4.2 1.68 1.83 0.92
0 4 0.05 330 5 1.74 2.17 0.90
0 0 0.1 152 2.5 1.00 1.00 0.72
0 1 0.1 190 2.6 1.25 1.04 0.79
0 2 0.1 252 2.8 1.66 1.12 0.89
0 3 0.1 298 4 1.96 1.60 0.86
0 4 0.1 308 4.5 2.03 1.80 0.84
0 0 0.15 138 2.2 1.02 1.00 0.65
0 1 0.15 171 2.3 1.27 1.05 0.71
0 2 0.15 240 2.5 1.78 1.14 0.85
0 3 0.15 255 3.8 1.89 1.73 0.73
0 4 0.15 290 4.2 2.15 1.91 0.79
0.5 0 0 330 1.4 1.00 1.00 1.00
0.5 1 0 370 3.8 1.12 2.71 1.00
0.5 2 0 400 4 1.21 2.86 1.00
0.5 3 0 450 4.2 1.36 3.00 1.00
0.5 4 0 470 5 1.42 3.57 1.00
0.5 0 0.05 310 1.3 1.00 1.00 0.94
0.5 1 0.05 360 2.8 1.16 2.15 0.97
0.5 2 0.05 390 3.7 1.26 2.85 0.98
0.5 3 0.05 420 4 1.35 3.08 0.93
0.5 4 0.05 460 5 1.48 3.85 0.98
0.5 0 0.1 262 1.3 1.00 1.00 0.79
0.5 1 0.1 322 1.5 1.23 1.15 0.87
0.5 2 0.1 352 2.1 1.34 1.62 0.88
0.5 3 0.1 365 3 1.39 2.31 0.81
0.5 4 0.1 400 3.2 1.53 2.46 0.85
0.5 0 0.15 250 1 1.00 1.00 0.76
0.5 1 0.15 302 1.5 1.21 1.50 0.82
0.5 2 0.15 320 2 1.28 2.00 0.80
0.5 3 0.15 332 2.7 1.33 2.70 0.74
0.5 4 0.15 372 2.8 1.49 2.80 0.79
1 0 0 400 3.2 1.00 1.00 1.00
1 1 0 460 6 1.12 1.88 1.00
1 2 0 510 7 1.24 2.19 1.00
1 3 0 540 7.5 1.32 2.34 1.00
1 4 0 580 8.5 1.41 2.66 1.04
1 0 0.05 398 3.1 1.00 1.00 0.97
1 1 0.05 440 5 1.11 1.61 0.96
1 2 0.05 480 5.2 1.21 1.68 0.94
1 3 0.05 500 6 1.26 1.94 0.93
1 4 0.05 560 8 1.41 2.58 0.64
1 0 0.1 360 2.1 1.00 1.00 0.88
1 1 0.1 410 2.8 1.14 1.33 0.89
1 2 0.1 428 4.2 1.19 2.00 0.84
1 3 0.1 470 4.5 1.31 2.14 0.87
1 4 0.1 510 6 1.42 2.86 0.91
1 0 0.15 310 1.5 1.00 1.00 0.76
1 1 0.15 380 2.5 1.23 1.67 0.83
1 2 0.15 400 2.8 1.29 1.87 0.78
1 3 0.15 420 3.5 1.35 2.33 0.78
1 4 0.15 480 4.5 1.55 3.00 0.86

Results of eccentrically inclined, loaded (α°, e/B) rectangular footing in unreinforced and reinforced sand conditions.

Df/B α° N e/B qu Su BCR SR qu(e-i)qu(e-i=0) {{{q_{u(e - i)}}} \over {{q_{u(e - i = 0)}}}}
0 7 0 0.05 105 2.2 1.00 1.00 0.50
0 7 1 0.05 180 3 1.71 1.36 0.75
0 7 2 0.05 212 3.5 2.02 1.59 0.75
0 7 3 0.05 232 4 2.21 1.82 0.67
0 7 4 0.05 262 4.2 2.50 1.91 0.71
0 7 0 0.1 99 1.9 1.00 1.00 0.47
0 7 1 0.1 165 2.2 1.67 1.16 0.69
0 7 2 0.1 178 2.5 1.80 1.32 0.63
0 7 3 0.1 199 3 2.01 1.58 0.57
0 7 4 0.1 232 3.2 2.34 1.68 0.63
0 7 0 0.15 84 1.7 1.00 1.00 0.40
0 7 1 0.15 152 1.9 1.81 1.12 0.63
0 7 2 0.15 168 2.2 2.00 1.29 0.60
0 7 3 0.15 175 2.8 2.08 1.65 0.50
0 7 4 0.15 220 3.2 2.62 1.88 0.60
0 14 0 0.05 98 1.2 1.00 1.00 0.46
0 14 1 0.05 132 1.4 1.35 1.17 0.55
0 14 2 0.05 210 2 2.14 1.67 0.74
0 14 3 0.05 220 2.8 2.24 2.33 0.63
0 14 4 0.05 242 2.9 2.47 2.42 0.66
0 14 0 0.1 88 2 0.47 1.00 0.42
0 14 1 0.1 120 1.2 0.64 0.60 0.50
0 14 2 0.1 190 1.7 1.01 0.85 0.67
0 14 3 0.1 201 2.5 1.07 1.25 0.58
0 14 4 0.1 222 2.6 1.18 1.30 0.60
0 14 0 0.15 64 1 1.00 1.00 0.30
0 14 1 0.15 100 1.2 1.56 1.20 0.42
0 14 2 0.15 170 1.5 2.66 1.50 0.60
0 14 3 0.15 180 2 2.81 2.00 0.52
0 14 4 0.15 201 2.1 3.14 2.10 0.55
0.5 7 0 0.05 252 1.1 1.00 1.00 0.76
0.5 7 1 0.05 270 1.4 1.07 1.27 0.73
0.5 7 2 0.05 322 1.6 1.28 1.45 0.81
0.5 7 3 0.05 360 2.5 1.43 2.27 0.80
0.5 7 4 0.05 380 3 1.51 2.73 0.81
0.5 7 0 0.1 210 1.1 1.00 1.00 0.64
0.5 7 1 0.1 232 1.2 1.10 1.09 0.63
0.5 7 2 0.1 300 1.7 1.43 1.55 0.75
0.5 7 3 0.1 332 2.2 1.58 2.00 0.74
0.5 7 4 0.1 320 3 1.52 2.73 0.68
0.5 7 0 0.15 200 1 1.00 1.00 0.61
0.5 7 1 0.15 210 1.1 1.05 1.10 0.64
0.5 7 2 0.15 260 1.6 1.30 1.60 0.65
0.5 7 3 0.15 278 1.8 1.39 1.80 0.62
0.5 7 4 0.15 298 2 1.49 2.00 0.63
0.5 14 0 0.05 185 1 1.00 1.00 0.56
0.5 14 1 0.05 215 1.1 1.16 1.10 0.58
0.5 14 2 0.05 282 1.5 1.52 1.50 0.71
0.5 14 3 0.05 290 1.8 1.57 1.80 0.64
0.5 14 4 0.05 310 2 1.68 2.00 0.66
0.5 14 0 0.1 162 0.8 1.00 1.00 0.49
0.5 14 1 0.1 189 0.9 1.17 1.13 0.51
0.5 14 2 0.1 242 1.2 1.49 1.50 0.61
0.5 14 3 0.1 270 1.4 1.67 1.75 0.60
0.5 14 4 0.1 280 1.5 1.73 1.88 0.60
0.5 14 0 0.15 152 0.6 1.00 1.00 0.46
0.5 14 1 0.15 165 0.7 1.09 1.17 0.45
0.5 14 2 0.15 210 0.9 1.38 1.50 0.53
0.5 14 3 0.15 240 1.2 1.58 2.00 0.53
0.5 14 4 0.15 255 1.4 1.68 2.33 0.54
1 7 0 0.05 328 1.2 1.00 1.00 0.80
1 7 1 0.05 344 2.5 1.05 2.08 0.75
1 7 2 0.05 430 3 1.31 2.50 0.84
1 7 3 0.05 450 5 1.37 4.17 0.83
1 7 4 0.05 470 6.2 1.43 5.17 0.84
1 7 0 0.1 290 1 1.00 1.00 0.71
1 7 1 0.1 310 2.2 1.07 2.20 0.67
1 7 2 0.1 380 2.5 1.31 2.50 0.75
1 7 3 0.1 400 3.1 1.38 3.10 0.74
1 7 4 0.1 420 3.4 1.45 3.40 0.75
1 7 0 0.15 260 0.9 1.00 1.00 0.63
1 7 1 0.15 282 1.5 1.08 1.67 0.61
1 14 1 0.1 260 1.8 1.13 1.20 0.57
1 7 2 0.15 320 1.8 1.23 2.00 0.63
1 7 3 0.15 360 2.5 1.38 2.78 0.67
1 7 4 0.15 370 2.8 1.42 3.11 0.66
1 14 0 0.05 255 1.7 1.00 1.00 0.62
1 14 1 0.05 280 2.8 1.10 1.65 0.61
1 14 2 0.05 362 3 1.42 1.76 0.71
1 14 3 0.05 380 3.4 1.49 2.00 0.70
1 14 4 0.05 390 4.5 1.53 2.65 0.70
1 14 0 0.1 230 1.5 1.00 1.00 0.56
1 14 2 0.1 305 2 1.33 1.33 0.60
1 14 3 0.1 350 2.5 1.52 1.67 0.65
1 14 4 0.1 360 3.4 1.57 2.27 0.64
1 14 0 0.15 190 1.1 1.00 1.00 0.46
1 14 1 0.15 210 1.4 1.11 1.27 0.46
1 14 2 0.15 260 1.8 1.37 1.64 0.51
1 14 3 0.15 310 2 1.63 1.82 0.57
1 14 4 0.15 330 2.4 1.74 2.18 0.59

Results of eccentrically inclined, loaded (α°, e/L) rectangular footing in unreinforced and reinforced sand conditions.

Df/B α° N e/B qu Su BCR SR qu(e-i)qu(e-i=0) {{{q_{u(e - i)}}} \over {{q_{u(e - i = 0)}}}}
0 7 0 0.05 112 1.7 1.00 1.00 0.53
0 7 1 0.05 190 3.2 1.70 1.88 0.79
0 7 2 0.05 220 3.5 1.96 2.06 0.78
0 7 3 0.05 242 3.8 2.16 2.24 0.70
0 7 4 0.05 280 4.2 2.50 2.47 0.76
0 7 0 0.1 106 1.6 1.00 1.00 0.50
0 7 1 0.1 170 2.4 1.60 1.50 0.71
0 7 2 0.1 185 3 1.75 1.88 0.66
0 7 3 0.1 225 3.4 2.12 2.13 0.65
0 7 4 0.1 252 3.7 2.38 2.31 0.68
0 7 0 0.15 95 1.6 1.06 1.00 0.45
0 7 1 0.15 155 2 1.72 1.25 0.65
0 7 2 0.15 172 2.2 1.91 1.38 0.61
0 7 3 0.15 202 2.5 2.24 1.56 0.58
0 7 4 0.15 230 2.8 2.56 1.75 0.63
0 14 0 0.05 100 1.4 1.00 1.00 0.47
0 14 1 0.05 135 2 1.35 1.43 0.56
0 14 2 0.05 220 2.5 2.20 1.79 0.78
0 14 3 0.05 232 3 2.32 2.14 0.67
0 14 4 0.05 245 3.7 2.45 2.64 0.67
0 14 0 0.1 84 1.3 0.95 1.00 0.40
0 14 1 0.1 122 1.5 1.39 1.15 0.51
0 14 2 0.1 195 2 2.22 1.54 0.69
0 14 3 0.1 228 2.5 2.59 1.92 0.66
0 14 4 0.1 231 2.7 2.63 2.08 0.63
0 14 0 0.15 76 1.2 1.00 1.00 0.36
0 14 1 0.15 102 1.3 1.34 1.08 0.43
0 14 2 0.15 180 1.8 2.37 1.50 0.64
0 14 3 0.15 200 2.1 2.63 1.75 0.57
0 14 4 0.15 210 2.3 2.76 1.92 0.57
0.5 7 0 0.05 258 1.3 1.00 1.00 0.78
0.5 7 1 0.05 282 2 1.09 1.54 0.76
0.5 7 2 0.05 331 2.5 1.28 1.92 0.83
0.5 7 3 0.05 370 2.6 1.43 2.00 0.82
0.5 7 4 0.05 400 3.8 1.55 2.92 0.85
0.5 7 0 0.1 221 1.2 1.00 1.00 0.67
0.5 7 1 0.1 242 1.5 1.10 1.25 0.65
0.5 7 2 0.1 310 2.4 1.40 2.00 0.78
0.5 7 3 0.1 340 2.5 1.54 2.08 0.76
0.5 7 4 0.1 360 2.8 1.63 2.33 0.77
0.5 7 0 0.15 208 0.98 1.04 1.00 0.63
0.5 7 1 0.15 220 1.1 1.10 1.12 0.59
0.5 7 2 0.15 270 1.4 1.35 1.43 0.68
0.5 7 3 0.15 290 1.6 1.45 1.63 0.64
0.5 7 4 0.15 320 2 1.60 2.04 0.68
0.5 14 0 0.05 188 0.98 1.00 1.00 0.57
0.5 14 1 0.05 225 1.1 1.20 1.12 0.61
0.5 14 2 0.05 285 1.8 1.52 1.84 0.71
0.5 14 3 0.05 300 2.3 1.60 2.35 0.67
0.5 14 4 0.05 320 2.8 1.70 2.86 0.68
0.5 14 0 0.1 178 0.9 1.00 1.00 0.54
0.5 14 1 0.1 200 1 1.12 1.11 0.54
0.5 14 2 0.1 250 1.4 1.40 1.56 0.63
0.5 14 3 0.1 280 1.6 1.57 1.78 0.62
0.5 14 4 0.1 290 2.7 1.63 3.00 0.62
0.5 14 0 0.15 160 0.7 1.00 1.00 0.48
0.5 14 1 0.15 170 0.8 1.06 1.14 0.46
0.5 14 2 0.15 220 1.3 1.38 1.86 0.55
0.5 14 3 0.15 250 1.4 1.56 2.00 0.56
0.5 14 4 0.15 270 1.6 1.69 2.29 0.57
1 7 0 0.05 340 1.6 1.00 1.00 0.83
1 7 1 0.05 360 3.2 1.06 2.00 0.78
1 7 2 0.05 440 4 1.29 2.50 0.86
1 7 3 0.05 460 4.62 1.35 2.89 0.85
1 7 4 0.05 480 5 1.41 3.13 0.86
1 7 0 0.1 300 1.6 1.00 1.00 0.73
1 7 1 0.1 320 3 1.07 1.88 0.70
1 7 2 0.1 390 3.2 1.30 2.00 0.76
1 7 3 0.1 420 3.9 1.40 2.44 0.78
1 7 4 0.1 430 4.2 1.43 2.63 0.77
1 7 0 0.15 270 1 1.00 1.00 0.66
1 7 1 0.15 290 2.5 1.07 2.50 0.63
1 7 2 0.15 340 2.8 1.26 2.80 0.67
1 7 3 0.15 380 3.1 1.41 3.10 0.70
1 7 4 0.15 395 3.3 1.46 3.30 0.71
1 14 1 0.05 290 2.8 1.12 1.12 0.63
1 14 2 0.05 372 3 1.43 1.20 0.73
1 14 3 0.05 390 3.4 1.50 1.36 0.72
1 14 4 0.05 400 3.6 1.54 1.44 0.71
1 14 0 0.1 242 1.5 1.00 1.00 0.59
1 14 1 0.1 270 1.8 1.12 1.20 0.59
1 14 2 0.1 320 2 1.32 1.33 0.63
1 14 3 0.1 360 2.5 1.49 1.67 0.67
1 14 4 0.1 380 3 1.57 2.00 0.68
1 14 0 0.15 198 1.2 1.00 1.00 0.48
1 14 1 0.15 220 1.5 1.11 1.25 0.48
1 14 2 0.15 270 1.8 1.36 1.50 0.53
1 14 3 0.15 320 2 1.62 1.67 0.59
1 14 4 0.15 350 2.1 1.77 1.75 0.63
eISSN:
2083-831X
Lingua:
Inglese
Frequenza di pubblicazione:
4 volte all'anno
Argomenti della rivista:
Geosciences, other, Materials Sciences, Composites, Porous Materials, Physics, Mechanics and Fluid Dynamics
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