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Experimental study on earth pressure reduction of waste tyre bales used as a backfill for rigid retaining structures

Aleksander Duda
Aleksander Duda
 et 
Tomasz Siwowski
Tomasz Siwowski
   | 01 nov. 2021
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Article Category: Original Study
Publié en ligne: 01 nov. 2021
Pages: 411 - 424
Reçu: 30 mars 2021
Accepté: 31 août 2021
DOI: https://doi.org/10.2478/sgem-2021-0023
Mots clés
© 2021 Aleksander Duda et al., published by Sciendo
This work is licensed under the Creative Commons Attribution 4.0 International License.

Figure 1

Typical tyre bale used in the current study.
Typical tyre bale used in the current study.

Figure 2

Scheme of a tyre bale with the basic dimensions.
Scheme of a tyre bale with the basic dimensions.

Figure 3

Tyre bale–filling material interface test set-up (without additional normal loading).
Tyre bale–filling material interface test set-up (without additional normal loading).

Figure 4

(a) View of the test stand, (b) close-up on LVDTs sensors.
(a) View of the test stand, (b) close-up on LVDTs sensors.

Figure 5

Exemplary curves for P-2 specimen in stage IV of tyre–medium sand shear test: (a) load–time curve, (b) load–displacement curve.
Exemplary curves for P-2 specimen in stage IV of tyre–medium sand shear test: (a) load–time curve, (b) load–displacement curve.

Figure 6

Shear stress–displacement curves for P-2 specimen in subsequent normal load stages: (a) medium sand test, (b) LECA aggregate test, (c) rubber aggregate test.
Shear stress–displacement curves for P-2 specimen in subsequent normal load stages: (a) medium sand test, (b) LECA aggregate test, (c) rubber aggregate test.

Figure 7

Shear strength envelopes: (a) tyre–medium sand interface, (b) tyre–LECA interface, (c) tyre–rubber aggregate interface.
Shear strength envelopes: (a) tyre–medium sand interface, (b) tyre–LECA interface, (c) tyre–rubber aggregate interface.

Figure 8

Active earth pressure distribution on a rigid wall in three load cases.
Active earth pressure distribution on a rigid wall in three load cases.

Figure 9

Earth pressure reduction factor λE in dependence on the wall's geometry.
Earth pressure reduction factor λE in dependence on the wall's geometry.

Earth pressure reduction factor λE in dependence on the wall's geometry.

Earth pressure reduction factor λE H (m)
4 5 6 7 8 9 10
b (m) 1 26.0 22.3 19.6 17.5 15.8 14.5 13.3
2 56.2 47.1 40.8 36.1 32.4 29.5 27.0
3 91.7 74.6 63.6 55.7 49.7 45.0 41.2
4 100.0 100.0 88.3 76.6 67.9 61.2 55.7
5 100.0 100.0 100.0 98.7 86.9 77.9 70.7
6 100.0 100.0 100.0 100.0 100.0 95.3 86.3

Earth pressure reduction factors λE for a typical bridge abutment (H = 8.0 m, b = 4.0 m) and standard vertical surface load (q = 25 kPa).

Backfill type ρIL ρTB ρb ϕb ES/ETB λE
kN/m3 kN/m3 kN/m3 ° kN/m %
Case A
Medium sand 19.00 0.00 19.00 35.0 164.8 0.0
Tyre–sand 19.00 5.40 7.67 29.6 25.4 84.6
Tyre–LECA 5.25 5.40 5.38 27.0 77.1 53.2
Tyre–rubber 5.40 5.40 5.40 26.8 77.5 53.0
Case B
Medium sand 19.00 0.00 19.00 35.0 200.0 0.0
Tyre–sand 19.00 5.40 7.67 29.6 64.2 67.9
Tyre–LECA 5.25 5.40 5.38 27.0 117.5 41.2
Tyre–rubber 5.40 5.40 5.40 26.8 118.0 41.0
Case C
Medium sand 19.00 0.00 19.00 35.0 219.0 0.0
Tyre–sand 19.00 5.40 7.67 29.6 17.1 92.2
Tyre–LECA 5.25 5.40 5.38 27.0 76.8 64.9
Tyre–rubber 5.40 5.40 5.40 26.8 77.7 64.5

Shear strength parameters of tyre–filling interface.

Filling material Friction angle Δ Cohesion c Determination coefficient R2
(°) (kPa)
Medium sand 29.6 0.77 0.962
LECA aggregate 27.0 0.08 0.994
Rubber aggregate 26.8 0.50 0.983

Shear and normal stresses along the tyre bale–LECA interface.

Bale no. Area A Normal load V Failure load Hf Normal stress σ Shear stress τ Shear stress τcal Error estimation
(m2) (kN) (kN) (kPa) (kPa) (kPa) (%)
P-1 2.686 22.2 12.00 8.27 4.47 4.28 4.28
28.4 14.22 10.57 5.29 5.46 3.00
38.4 20.41 14.30 7.60 7.35 3.37
44.0 22.79 16.38 8.48 8.41 0.87
P-2 2.712 22.2 11.62 8.19 4.28 4.24 0.96
28.4 14.59 10.47 5.38 5.41 0.49
38.4 19.86 14.16 7.32 7.28 0.57
44.0 22.69 16.22 8.37 8.33 0.42
P-3 2.726 22.2 11.30 8.14 4.15 4.22 1.83
28.4 14.56 10.42 5.34 5.38 0.71
38.4 19.23 14.09 7.05 7.24 2.63
44.0 22.25 16.14 8.16 8.29 1.53

Basic dimensions and weights of tyre bales.

Bale no. Number of tyres Length L Width B Hight H Area A Volume V Weight G Unit weight γAVG
(m) (m2) (m3) (kg) (kg/m3)
P-1 135 2.070 1.310 0.747 2.712 2.026 1038 512.43
P-2 135 2.040 1.317 0.757 2.689 2.034 1022 502.50
P-3 135 2.050 1.310 0.740 2.686 1.987 1012 509.24
P-4 135 2.040 1.323 0.737 2.699 1.989 1034 519.83
P-5 135 2.070 1.317 0.750 2.726 2.045 1049 513.05
P-6 135 2.060 1.295 0.750 2.668 2.001 1032 515.80
Avg. 135 2.055 1.312 0.747 2.697 2.014 1031 512.14

Basic material characteristics of the filling materials.

Filling material Granulation Weight density Moisture Friction angle Cohesion State
(mm) (kN/m3) (%) (°) (kPa)
Medium sand 0.25–1.00 18.5 ± 0.5 12.6–12.8 35.2 0 Loose / medium concentrated
LECA aggregate 8–20 3.2 18.7–22.2 35.3 0 Loose
Rubber aggregate 4–20 4.2 9.8–11.0 20.5* 10.5* Loose

Shear and normal stresses along the tyre bale–medium sand interface.

Bale no. Area A Normal load V Failure load Hf Normal stress σ Shear stress τ Shear stress τcal Error estimation
(m2) (kN) (kN) (kPa) (kPa) (kPa) (%)
P-1 2.686 22.2 14.01 8.27 5.22 5.47 4.58
28.4 18.24 10.57 6.79 6.78 0.18
38.4 23.00 14.30 8.56 8.90 3.74
44.0 25.71 16.38 9.57 10.08 5.05
P-2 2.712 22.2 13.86 8.19 5.11 5.42 5.73
28.4 18.61 10.47 6.86 6.72 2.10
38.4 23.00 14.16 8.48 8.82 3.82
44.0 28.03 16.22 10.34 9.99 3.45
P-3 2.726 22.2 16.45 8.14 6.03 5.40 11.80
28.4 17.80 10.42 6.53 6.69 2.40
38.4 24.70 14.09 9.06 8.78 3.25
44.0 28.41 16.14 10.42 9.94 4.81

Shear and normal stresses along the tyre bale–rubber aggregate interface.

Bale no. Area A Normal load V Failure load Hf Normal stress σ Shear stress τ Shear stress τcal Error estimation
(m2) (kN) (kN) (kPa) (kPa) (kPa) (%)
P-1 2.686 22.2 12.88 8.27 4.80 4.68 2.57
28.4 16.15 10.57 6.01 5.84 2.96
38.4 21.32 14.30 7.94 7.72 2.83
44.0 24.51 16.38 9.13 8.77 4.04
P-2 2.712 22.2 12.18 8.19 4.49 4.64 3.11
28.4 15.46 10.47 5.70 5.79 1.52
38.4 20.64 14.16 7.61 7.65 0.51
44.0 23.62 16.22 8.71 8.69 0.21
P-3 2.726 22.2 12.34 8.14 4.53 4.61 1.89
28.4 15.88 10.42 5.83 5.76 1.10
38.4 20.51 14.09 7.52 7.61 1.17
44.0 22.20 16.14 8.14 8.65 5.85
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