subgrade - compaction

Download Subgrade - Compaction

Post on 14-Oct-2014




3 download

Embed Size (px)


Uploaded from Google Docs



Copyright 2009 - ESH 1

Subgrade PerformanceLoad bearing capacity.The subgrade must be able to support loads transmitted from the pavement structure. This load bearing capacity is often affected by degree of compaction, moisture content, and soil type. A subgrade that can support a high amount of loading without excessive deformation is considered good.

Moisture content.Moisture tends to affect a number of subgrade properties including load bearing capacity, shrinkage and swelling. Moisture content can be influenced by a number of things such as drainage, groundwater table elevation, infiltration, or pavement porosity (which can be assisted by cracks in the pavement). Generally, excessively wet subgrades will deform excessively under load.

Shrinkage and/or swelling.Some soils shrink or swell depending upon their moisture content. Additionally, soils with excessive fines content may be susceptible to frost heave in northern climates. Shrinkage, swelling and frost heave will tend to deform and crack any pavement type constructed over them.



Improvement to Subgrade PerformanceRemoval and replacement (over-excavation).Poor subgrade soil can simply be removed and replaced with high quality fill. Although this is simple in concept, it can be expensive. Table 4.1 shows typical over-excavation depths recommended by the Colorado Asphalt Pavement Association (CAPA)

Stabilization with a cementitious or asphaltic binder.The addition of an appropriate binder (such as lime, portland cement or emulsified asphalt) can increase subgrade stiffness and/or reduce swelling tendencies.

Additional base layers.Marginally poor subgrade soils may be compensated for by using additional base layers. These layers (usually of crushed stone either stabilized or unstabilized) serve to spread pavement loads over a larger subgrade area. This option is rather perilous; when designing pavements for poor subgrades the temptation may be to just design a thicker section with more base material because the thicker section will satisfy most design equations


Mass & Volume Relationship






Test for Soil ClassificationGrain size, for particle distribution Plasticity, to determine particle type


Gradation and SizeGradation is the particle size distribution of an aggregate. This is one of the most influential aggregate characteristics in determining how it will perform as a pavement material. The gradation of a particular aggregate is most often determined by a sieve analysis (see Figure). In a sieve analysis, a sample of dry aggregate of known weight is separated through a series of sieves with progressively smaller openings. Once separated, the weight of particles retained on each sieve is measured and compared to the total sample weight. Particle size distribution is then expressed as a percent retained by weight on each sieve size. Results are usually expressed in tabular or graphical format.8


Sieve Analysis


Plasticity TestPengujian ini untuk mengukur jumlah air yang terserap oleh tanah atau untuk menunjukkan kapan tanah dapat menggulung seperti material plastis dan kapan seperti material cair. Dikenal batas-batas Atterberg (Atterberg Limit) :Plastic Limit (wL) Liquid Limit (wP)

Plasticity Index (IP) IP= wL - wP



AASHTO Soil Classification


ASTM Soil Classification (USC)



Subgrade Characterization (capacity)Subgrade materials are typically characterized by their resistance to deformation under load, which can be either a measure of :Strengththe stress needed to break or rupture a material

Stiffnessthe relationship between stress and strain in the elastic range or how well a material is able to return to its original shape and size after being stressed

Three basic subgrade stiffness/strength characterizations are commonly used :California Bearing Ratio (CBR), Resistance Value (R-value) Elastic (resilient) modulus13

California Bearing Ratio (CBR)The California Bearing Ratio (CBR) test is a simple strength test that compares the bearing capacity of a material with that of a well-graded crushed stone. Introducing by California Division of Highway 1928, and be populated by O.J. Porter The basic CBR test involves applying load to a small penetration piston at a rate of 1.3 mm (0.05") per minute and recording the total load at penetrations ranging from 0.64 mm (0.025 in.) up to 7.62 mm (0.300 in.)

where: x=material resistance or the unit load on the piston (pressure) for 2.54 mm (0.1") or 5.08 mm (0.2") of penetration y=standard unit load (pressure) for well graded crushed stone =for 2.54 mm (0.1") penetration = 6.9 MPa (1000 psi) =for 5.08 mm (0.2") penetration = 10.3 MPa (1500 psi)



CBR Calculation

CBR Values (Typical)



CBR ClassificationDesign CBRSoaked Design CBR Unsoaked Design CBR

Field CBR, placing piston and penetrated by truck loadUndisturbed Soaked CBR, to obtained field CBR at saturated soil and maximum swelling


Field CBR using DCP



Resistance Value (R-value)The Resistance Value (R-value) test is a material stiffness test. The test procedure expresses a material's resistance to deformation as a function of the ratio of transmitted lateral pressure to applied vertical pressure. It is essentially a modified triaxial compression test. Materials tested are assigned an R-value The R-value test was developed by F.N. Hveem and R.M. Carmany of the California Division of Highways and first reported in the late 1940's. During this time rutting (or shoving) in the wheel tracks was a primary concern and the Rvalue test was developed as an improvement on the CBR test. Presently, the R-value is used mostly by State Highway Agencies (SHAs) on the west coast of the U.S.


R-values Test

where: R=resistance value Pv=applied vertical pressure (160 psi) Ph=transmitted horizontal pressure at Pv = 160 psi D=displacement of stabilometer fluid necessary to increase horizontal pressure from 5 to 100 psi. Some typical R-values are: *Well-graded (dense gradation) crushed stone base course: 80+ *MH silts: 15-30



Resilient ModulusThe Resilient Modulus (MR) is a subgrade material stiffness test. A material's resilient modulus is actually an estimate of its modulus of elasticity (E). While the modulus of elasticity is stress divided by strain (e.g., the slope of the Figure plot within the linear elastic range) for a slowly applied load, resilient modulus is stress divided by strain for rapidly applied loads like those experienced by pavements.


Triaxial Test for Resilient ModulusIn a triaxial resilient modulus test a repeated axial cyclic stress of fixed magnitude, load duration and cyclic duration is applied to a cylindrical test specimen. While the specimen is subjected to this dynamic cyclic stress, it is also subjected to a static confining stress provided by a triaxial pressure chamber. The total resilient (recoverable) axial deformation response of the specimen is measured (see Figure 4.9) and used to calculate the resilient modulus using the following equation

where: MR (or ER)=resilient modulus (or elastic modulus since resilient modulus is just an estimate of elastic modulus) d=stress (applied load / sample cross sectional area) r=recoverable axial strain = D L/L L=gauge length over which the sample deformation is measured D L=change in sample length due to applied load



MR values (typical)


Strength/Stiffness CorrelationsA widely used empirical relationship developed by Heukelom and Klomp (1962) and used in the 1993 AASHTO Guide is:ESG (or MR) = (1500) (CBR)This equation is restricted to fine grained materials with soaked CBR values of 10 or less. Like all such correlations, it should be used with caution.

The proposed new AASHTO Design Guide will likely use the following relationship:MR = 2555 x (CBR)0.64

The 1993 AASHTO Guide offers the following correlation equation between R-value and elastic modulus for fine-grained soils with R-values less than or equal to 20.ESG (or MR) = 1,000 + (555)(R-value)



MR vs R-value (WSDOT)


Modulus of Subgrade Reaction (k)The modulus of subgrade reaction (k) is used as a primary input for rigid pavement design. It estimates the support of the layers below a rigid pavement surface course (the PCC slab). The k-value can be determined by field tests or by correlation with other tests. There is no direct laboratory procedure for determining k-value. The modulus of subgrade reaction came about because work done by Westergaard during the 1920s developed the k-value as a spring constant to model the support beneath the slab (see Figure below)

The reactive pressure to resist a load is thus proportional to the spring deflection (which is a representation of slab deflection) and k (see Figure 4.11):where: P=reactive pressure to support deflected slab k=spring constant = modulus of subgrade reaction, ranges from about 13.5 MPa/m (50 pci) for weak support, to over 270 MPa/m (1000 pci) for strong support D=slab deflection



Plate Load TestThe plate load test presses a steel bearing plate into the surface to be measured with a hydraulic jack.

The resulting surface deflection is read from dial micrometers near the plate edge and the modulus of subgrade reaction is determined by the following equation:

where: k=spring constant = modulus of subgrade reaction P=applied pressure (load divided by the area of the 762 mm (30 inch) diameter plate) =measured deflection


View more >