Characterization of Cementitiously Stabilized Layers for Use in Pavement Design and Analysis (2014) / Chapter Skim
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7 C H A P T E R 3 Materials and Mixture Design Four types of material were used for stabilization in this project: high- and low-plasticity fine-grained soils (clay and silt) and two granular materials (sand and gravel)
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8Table 3-2. Mix design of stabilized mixtures.
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9 Figure 3-2. Modulus of rupture versus unconfined compressive strength.
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10 Figure 3-6. IDT strength versus IDT modulus.
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11 where UCS(N) = UCS after N cycles of freeze–thaw or wet–dry, psi UCScurrent = UCS before freeze–thaw or wet–dry cycles, psi UCS28 = 28-day UCS, psi N = number of freeze–thaw or wet–dry cycles m1, n1 = model parameters for wet–dry or freeze–thaw durability models Fatigue Fatigue of CSL occurs as a result of repeated traffic loads and is categorized as bottom-up tensile fatigue or top-down Figure 3-7.
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12 Figure 3-9. Bottom-up tensile-fatigue life versus stress ratio.
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13 sample surface, the particles detach from the specimen causing the load to decrease; the modulus is also decreased. The top-down compressive-fatigue–erosion life is calculated from Equation 3-16.
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14 Figure 3-13. COTE test setup (left: gravel–cement; right: clay–lime)
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15 Table 3-8. COTE for different CSM.
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16 Figure 3-17. Measured versus predicted gradient drying shrinkage strain values at various depths.
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17 Figure 3-18. Restrained shrinkage test setup with sides sealed.
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18 y = 79.12x R2 = 0.89 0 2000 4000 6000 8000 10000 12000 14000 0 50 100 150 C oe ffi ci en t o f F ri ct io n (p si/ in.
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