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Subgrade Characterization For Concrete Pavement Design

Subgrade Characterization For Concrete Pavement Design. Fig. 2. Approximate interrelationships of soil classification and bearing values. Concrete Pavements: Slab-on-grade-type Structures.

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Subgrade Characterization For Concrete Pavement Design

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  1. Subgrade CharacterizationFor ConcretePavement Design

  2. Fig. 2. Approximate interrelationships of soil classification and bearing values

  3. Concrete Pavements: Slab-on-grade-type Structures Slab is treated as an elastic plate where the response of the supporting soil medium can have considerable effect on the analysis. The inherent complexity of real soil characterizations has led to idealized models which provide certain aspects of pavement response under specific loading and boundary conditions.

  4. Most Common Foundation Models Winkler Foundation P P(x,y)=k w(x,y) w Figure 1 Elastic Foundation P (a) Figure 2

  5. WinklerElastic Solid These theories: 1. Provide significantly different responses of the pavement system. 2. Represent different assumptions to characterize soil support. 3. Use parameters (E and k) that have different units. E: F/L2 k: F/L2/L Considerable effort has been expended in attempting to establish correlation between k and Eo of the soil. Plate Plate k Eo

  6. WinklerElastic Solid Deflection (Concentrated load; infinitely large plate) Subgrade Stress Bending Stress

  7. Design Tip Part II - The modulus of Subgrade Reaction, k In our previous discussion of the AASHTO pavement design method we discussed the influence of reliability as defined by the 1986 AASHTO Guide for Design of Pavement Structures on pavement design. The variable used in the Rigid pavement thickness determination that accounts for the amount of support supplied by the roadbed and subbase is called the Modulus of Subgrade Reaction or “k”. For this discussion the variables names and definitions we will be using are as follows:The Roadbed Resilient Modulus, MR (psi)The Subbase Elastic Modulus,Esb (psi)The Modulus of Subgrade Reaction, k (pci)The Composite k value, kc (pci) k value on Rigid Foundations k’ (pci)Loss of Support LS (no units) Each variable is used to describe the quality of the foundation or a factor contributing to the quality of the foundation beneath the pavement slab.

  8. What exactly is the purpose of a foundation system? According to the AASHTO guide, a foundation system should provide a uniform, stable, and permanent support system for the pavement. The support system minimizes the damaging effects of frost action, prevents pumping of fine-grained soils at joints, cracks, and edges of the pavement slab, and provides a working platform for construction equipment. Subbase layers are frequently used to increase the total strength of the foundation system.The determination of k of a soil according to ASTM requires the placement of a 30 inch diameter rigid steel plate on the soil and the application of a static load. Knowing the amount of weight with which the plate is loaded and the measured deflection of the plate into the soil, k can be calculated as follows: Where: The Pressure on the soil is equal to the loading of the rigid steel plate divided by its area. From this calculation you can see why k is expressed in units of pounds per cubic inch, (pci). It would probably make more sense if k was expressed as pounds per square inch deflection, (psi/in2/in).

  9. The history associated with the letter notation of k goes back to basic physics. You may remember, k is the variable name of the spring constant; and when Dr. Westergaard modeled the interaction of a rigid slab resting on a soil, he treated the soil as a bed of springs with a stiffness of “k.” With that brief history, you are probably wondering why the roadbed resilient modulus is listed? After all, it is also a property indicating the soil strength. The reason for this is that the new AASHTO Guide depends heavily on MR for the design of bitummous pavements. Many of the new mechanistic design methods use MR to characterize the strength of the soils rather than k.Since the resilient modulus can be calculated from a laboratory test and correlated to k, the new AASHTO Design Guide uses MR. This value replaces the former Soil Support Value used to describe soil strength in the previous editions of the guide. The analytical relationship between a soils resilient modulus and it Modulus, of Subgrade Reaction is a follows: k=MR/19.4 The actual k used in the design of concrete pavements is modified to reflect increased support resulting from frozen subgrade, high-quality subbases and loss of support to develop a “composite k” (kc).

  10. For equal deflections:

  11. From the AASHTO Design GuideGenerally, Eo =1500 CBR =1500 (5)=7500 psi k = 385 psi/infrom PCA (OJ Porter chart), CBR=5 yields k=140 psi In these designs, NO correlation between Eo and k is apparent

  12. Es vs k Solid lines are for Equal Slab deflection used on slab Theory 42 50 40 30 20 10 0 1. Westergaard for Dense Liquid2. Hogg for Elastic Solid h=14” h=12” h=10” h=8” Slab Thickness Esubg (x 10-3) psi AASHTO Resilient Modulus=19.4xk 0 100 200 300 400 k (psi/in)

  13. From Boussinesq for a circular loaded area (on subgrade) P a Eoho= z r (no plate stiffness involved) Eo constant For a=30”/2 & k=100 Eo=2250= psi E,k k constant a Therefore Eo and k can be correlated only if the size of the loaded area is taken into account.

  14. For Ec=4,000,000 psi c=0.15 & o=.5 C=13,896 Eo=0.75(13,896)=10,422 psi Difference is in the slab stiffness and the effect on the loaded area. For a concrete slab on subgrade, the size of the loaded area is a function of slab stiffness Equating max Deflection:

  15. Equal Deflections 0 1 2 3 4 5 6 0 0.05 0.10 0.15 0.192 1 2 3 0.125 (Hertz)

  16. Equal Subgrade Stress 0 1 2 3 4 5 6 0 0.05 0.10 0.15 0.192 1 2 3 Note: the rel. between l & lo is diff depending on the respondnce ! 0.125 (Hertz)

  17. Equal Bending Stress Mr 0 1 2 3 x=xo 0 0.05 0.10 0.15 4 5 6 Mt =0.3

  18. Wester RLE W, T, or Q: Elastic IF we=wk : w, same max Defl IF r= b : T, same max bending IF z= sg : Q, Same max subgrade stress\ ESW______ : Elastic Eo DeFES_____ : Elastic Surf. Defl SSES______ : Elastic Subg Stress BSES______ : Elastic layer radial E EQRE______ : Equivalent ‘k’ (P/w) EQRL______ : Equivalent ‘kl’

  19. Different load area/slab stiffness relationships result from equating • max deflection • max subgrade stress • max Bending stress

  20. Soil Modulus (ksi) 18 16 14 12 10 8 6 4 2 0 Conditions Same Max Defl Same Max B S Same Max S S * k=100 6 7 8 9 10 11 12 13 14 Pavement Thickness (in.) Stiffness Effect on Es vs. K

  21. Maximum Subgrade StressE(S) vs. h 14 13 12 11 10 9 8 7 6 5 4 3 2 1 ELASTIC MODULUS OF SOIL (psi)(Thousands) 6 8 10 12 Thickness (in) k=50 k=100 k=200 k=400

  22. Maximum Bending StressE(S) vs. h 24 23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 ELASTIC MODULUS OF SOIL (psi)(Thousands) 6 8 10 12 Thickness (in) k=50 k=100 k=200 k=400

  23. Maximum DeflectionE(S) vs. h 45 40 35 30 25 20 15 10 5 ELASTIC MODULUS OF SOIL (psi)(Thousands) 6 8 10 12 Thickness (in) k=50 k=100 k=200 k=400

  24. 0.10 0.075 0.050 0.025 W=0.001 inches in one min Deflection, inches Alternate Time Deflection Curves for Plate 10 Sec 1 2 3 4 5 Time, Min Deflection-Time plots for Typical Plate Load Test on Cohesive Soils

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