Geotextile Reinforced Abutments on Soft Foundation - Reinforced Soil Engineering: Advances in Research and Practice - page 220

Table 3 Characteristics of the Fill Materials

c 0
(kPa)

f 0
(deg)

D 10
(mm)

D 50
(mm)

g
(kN/m 3 )

Structure Type of soil G C u

Sau´pe Silty sand 2.66 0.001 0.20 280 19.9 31.8 36.1

Suba´ma Clayey sand 2.64 0.0002 0.21 1350 19.8 29.2 37.8

B´ Clayey sand 2.66 0.0001 0.25 3000 20.2 16.3 41.1

Mucambo Sand NA NA NA NA 18.5 0 29.9

Itarir´ Sand NA NA NA NA 20.1 4.6 28.1

NA specific

weight, effective cohesion, and effective friction angle at optimum moisture content, respectively.
G ¼ specific gravity of the soil particles, D 10 and D 50 ¼ particle diameters corresponding to 10% and
50% passing, respectively, C u ¼ coefficient of uniformity ( ¼ D 60 /D 10 ).

¼ value not available. c 0 and f 0 obtained from drained direct shear tests. g, c 0 , and f 0 ¼

a square pattern), as shown in Fig. 6. The rest of the embankment was built on
the same type of piles and caps (1 0.3m) with a layer of geotextile on top

(Fig. 6). The soil used in the embankment was a fine sand (Table 3). The
foundation soil of this wall is composed by a 2-m-thick layer of clayey sand
over a soft organic clay layer with undrained strength typically varying between
10 and 45 kPa along its depth (Fig. 2b and Table 1) . Geotextile A (Table 4) was
also employed as reinforcement for this structure. The spacing between
geotextile layers used was equal to 0.3 m and the reinforcement length was
equal to 3.25m.

£ 1 £

Figure 4 Schematic cross section of the Bu River reinforced abutment.