300

0

250

0

50

0

200

75

50

25

100

75

50

150

100

75

25

0

50

100

300-mm, Sigma 3 = 36 kPa

300-mm, Sigma 3 = 71 kPa

50

150-mm, Sigma 3 = 36 kPa

150-mm, Sigma 3 = 70 kPa

0

0.300

0.050

0.000

0.100

0.150

0.200

0.250

Void Ratio

σ3

τ

τmax

σ3f

c

φ

300-mm samples

100 (rep 1)

0.268

34

177

41

51

75% crushed - rep 1

0.155

37

175

100 (rep 2)

0.258

68

243

75% crushed - rep 2

0.158

69

248

75 (rep 1)

0.217

37

190

46

37

50% crushed - rep 1

0.190

34

104

75 (rep 2)

0.231

70

278

50% crushed - rep 2

0.147

72

186

0% crushed - rep 1

0.137

33

228

50 (rep 1)

0.219

35

217

41

68

0% crushed - rep 2

0.129

73

266

50 (rep 2)

0.231

69

281

150-mm samples

25 (rep 1)

0.267

36

191

45

42

100% crushed - rep 1

0.268

34

135

25 (rep 2)

0.221

70

276

100% crushed - rep 2

0.258

68

183

0 (rep 1)

0.180

36

165

75% crushed - rep 1

0.217

37

128

0 (rep 2)

0.187

69

312

53

29

75% crushed - rep 2

0.231

70

188

0 (rep 3)

0.182

36

186

50% crushed - rep 1

0.219

35

170

50% crushed - rep 2

0.231

69

220

25% crushed - rep 1

0.267

36

136

The effect of void ratio on the angle of internal fric-

25% crushed - rep 2

0.221

70

195

tion for the 150-mm-diameter samples is that, with

0% crushed - rep 1

0.180

36

118

increasing void ratio, the angle of internal friction

0% crushed - rep 2

0.187

69

208

decreases (Fig. 24). This is in line with results for sands

in the literature. However, with the 300-mm samples,

for base course materials is not significantly affected

it appears from the limited data that the effect on the

angle of internal friction (φ) is at most small when there

when there is at least 50% crushed aggregate. There is

significant difference between 100% natural material

is at least 50% crushed material present in the mixture.

and material with at least 50% crushed aggregate.

There is a significant difference between the 100% natu-

ral material and mixtures containing at least 50%

crushed aggregates.

In summary, based on large-scale triaxial tests, the

The particle index (PI) test is based on the idea that

void ratio of the mixture has a significant effect on the

void ratio and rate of void change are affected by the

shear strength of base course aggregates. There is no

aggregates' shape, angularity, and surface texture. The

direct correlation between the percent of crushed mater-