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"bridging" might occur in the lower layers because of the cementatious nature of the material. The pavement millings were placed in 3 lifts (75 mm, 75 mm, and 50 mm). The asphalt concrete pavement was placed in two 63-mm lifts of 31.5-mm base course, one 44-mm lift of 19-mm binder course, and one 25-mm lift of 12.5-mm wearing course. Bag samples of the different materials were obtained during construction. CRREL personnel conducted gradation analysis of the test materials. The results of the gradation analysis are presented in Appendix A. Included in the figures are photographs of the test materials. TEST PROGRAM The test program was developed to characterize the material in more than one way. Tests were conducted with the heavy weight deflectometer (HWD), dynamic cone penetrometer (DCP) and the Clegg hammer. The HWD is basically an FWD that applies a greater load: the maximum load applied by an FWD is 120 kN and by an HWD is more than 240 kN. In-situ California bearing ratio (CBR) tests were also conducted. As mentioned above, the deflections from the FWD can be used with back-calculation techniques to determine the layer coefficients. Also, Rohde (1994) and Noureldin (1992) have developed methods for determining the SN of a pavement structure using the deflection data only. Back-calculation using layered elastic theory of layer moduli is not required by these methods. Rohde developed regression equations, based on a statistical study, between

Figure 2. Materials used in test sections.

one or two of the measured deflections with the SN of the pavement. Chastain et al. (1964) developed relationships between CBR and layer coefficients from their studies of the AASHTO Road Tests. CBR results can also be inferred from DCP tests. Webster (1992) and Kleyn and Savage (1982) developed relationships between the penetration rate of the DCP and CBR. The CBR values from the Clegg hammer, in-situ CBR and DCP tests will be used in the relationships in the HDM model (Watanatada et al. 1987) to determine the layer coefficients. Prior to construction of the test sections (14-16 August 1993), the subgrade was tested with the HWD, Clegg hammer, DCP and in-situ CBR test. The FWD (or HWD) is now commonly used by many state DOTs to evaluate their pavement structure (Fig. 3). Basically, a HWD applies a known load on the surface of the pavement or subgrade. The pavement or subgrade deflects and the seven geophones, located at various distances from the center of the load, measure the surface deflection (Fig. 4). Generally, the deflections are used with layered elastic theory to back-calculate the layer moduli of the pavement structure. Currently, there are many sophisticated back-calculation computer programs, such as the Corps of Engineers' WESDEF and the Strategic Highway Research Program's (SHRP) MODULUS for this purpose. Basically the programs iterate to a solution by varying the layer moduli. The solution is obtained when the error between the calculated and measured deflections are minimized. The program reports the layer moduli. For simple systems, such as a one-layer system (as in our case with the subgrade), the elastic modulus can also be

Figure 3. Heavy weight deflectometer (HWD).

»Basis'of tKeHWDl

Figure 4. Basis of HWD testing. back-calculated using the modified Boussinesq equation. With two layer systems we can use the two-layered Burmister model or use WESDEF to back-calculate the layer moduli. We used WESDEF to back-calculate the layer moduli of layers in the test sections. The back-calculated base course layer moduli were then used with relationships presented in the AASHTO Guide for Design of Pavement Structures to obtain the layer coefficients (Oj). The SHRP protocol for pavement evaluation was used in the HWD test program. The tests were conducted at four load levels. The loading sequence used on the subgrade and base course test sections is

as follows. Three seating loads are applied at the third load level and then each load level is applied four times to the surface. On the subgrade, the load levels used were approximately 20, 33, 44 and 53 kN. Normally, the 300-mtn loading plate is used. However, to minimize the stress on the subgrade surface, a larger plate (diam. = 450 mm) was used. The seven geophones for the subgrade testing were located 0, 305,457, 610, 914,1219 and 1524 mm from the center of the load. On the base test sections, load levels around 27, 38, 44 and 53 kN were used. The seven geophones for the base course testing were located 0, 200, 305, 457, 610, 914, and 1524 mm from the center of the load. HWD measurements were conducted starting and ending 3.0 m from the ends of the test sections. In between, tests were conducted at 1.5-m intervals, for a total of 17 points (Fig. 5). The deflections were normalized to the standard 40 kN. The normalized results are presented in Appendix B. Clegg hammer and DCP tests were conducted on the subgrade and on the completed test sections. The Clegg hammer is essentially a modified AASHTO compaction hammer fitted with a piezoelectric accelerometer (Fig. 6). It is used in Canada, Europe and Australia for compaction control of subgrade, subbase and base courses. A 4.5-kg hammer is raised to a height of 457 mm inside a guide tube and dropped. A hand-held meter measures the peak deceleration as the hammer hits the surface.

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Distance

The deceleration is presented as the Clegg impact value (CIV). A relationship between the CIV and CBR has been established: CBR(%) = 0.07 (CIV2) A similar relationship was found between the elastic modulus (E, in kPa) and CW: E = 70 (CIV2)

Figure 6. Clegg hammer.

The DCP has also been used to characterize the bearing capacity of the supporting layers of a pavement structure. The DCP used in this test program is shown in Figure 7. The DCP consists of a 4.5-kg hammer. The hammer is raised to a height of 584 mm and dropped on the anvil. The force on the anvil drives the cone into the soil. Penetration measurements were made to a depth of approximately 305 mm. The number of blows required to drive the cone to a depth of 25 mm is noted. The DCP Index, which is the amount of penetration per blow, is calculated by dividing the depth of penetration by the number of blows. Relationships between the DCP index and CBR have been developed by the Corps of Engineers (Webster et al. 1992). To minimize the effect of site variability, the locations of the DCP and Clegg hammer tests were very close to the FWD test locations. In-situ CBR tests were conducted at 6,15, and 24 m along the centerline from the beginning of the test section (Fig. 8). Surface elevations on top of the subgrade were taken at the HWD test points. After the test sections

Figure 7. Dynamic Cone Penetrometer (DCP).

Figure 8. In situ California bearing ratio test. 6

were built, the HWD points were transferred to the surface of the test sections. The HWD tests were repeated, in the same fashion as done with the subgrade. Similarly, in-situ CBR tests and surface elevations were done on top of the test sections. At the time HWD measurements were made, NHDOT personnel assisted in conducting near-surface density and moisture measurements of the subgrade.

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Distance The load deflection data were normalized to 40 kN, Figure 9. Clegg CBR profile of subgrade. representing half an 80-kN axle load. Since no bedrock For a normalized load of F = 40 kN and a plate rawas indicated to a depth of 60 ft> the subgrade was dius of 225 mm then idealized as a half space. The vertical deflection equations modified by Ahlvin and Ulery (Yoder and 40 Witzcak 1975) were used to determine the subgrade : 252 (kPa) V 2 ~ A na modulus. n(0.2252) The vertical deflection (Az) is given by and

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_ 1.5x252x0.225 85 „ _ , E= = — v(kPa); Az Az The back-calculated subgrade modulus is presented in Appendix C. A comparison is made with the subgrade modulus calculated from the Clegg hammer data. It should be noted that the modulus from the Clegg hammer is from near the surface, whereas the modulus from the FWD is an average of a larger volume of soil. The data show that the modulus from the Clegg hammer in most cases is close to that obtained from the FWD. The modulus also shows that the area close to the interstate, in the area of the test sections 1 and 2, is much stiffer than the other areas. This is further substantiated by the CBR data from the Clegg hammer (Fig. 9) and the near-surface density measurements (Fig. 10). The near-surface gravimetric moisture content at the site ranges between 5 to 10% (Fig. 11).. The wetter areas were close to the area where the test sections 9 and 10 were to be built. It was also observed that when it rained, there was no standing water in the area indicating a soil of high permeability.

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APPENDIX B: NORMALIZED HWD DEFLECTION MEASUREMENTS.

Gravel SEC

STA 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90

Crushed Gravel SEC STA 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2

10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90

DF1 mils 45.5 43.44 45.26 43.37 44.16 37.41 38.62 42.07 48.55 44.98 44.49 44.66 51.7 49.83 49.78 63.95 65.9

DF2 mils 21.17 18.15 18.05 19.62 21.74 19.78 18.16 27.9 26.59 22.86 24.73 24.61 25.95 30.24 23.51 34.56 37.59

DF3 mils 11.8 12.38 10.3 10.57 10.4 10.46 10.27 12.64 16.11 14.26 13.33 13.92 15.41 11.64 11.98 21.47 18.56

DF4 mils 6.87 7.68 5.69 5.62 5.97 4.69 5.83 6.46 9.12 9.08 6.52 6.73 8.54 6.4 6.23 12.34 8.22

DF5 mils 4.9 4.59 4.02 3.79 3.89 3.4 3.78 4.55 5.27 5.91 3.64 3.74 5.05 4.53 4.04 6.83 2.44

DF6 mils 2.9 2.46 2.47 2.19 2.13 1.98 2.12 2.31 2.59 2.94 2.06 2.06 2.51 2.06 2.4 2.94 1.99

DF7 mils 1.36 1.15 1.12 1.13 1.03 1.08 1.17 1.13 1.24 2.17 0.95 1.04 1.23 1.04 0.85 1.65 0.92

BASIN inA2 0.5220 0.4900 0.4690 0.4650 0.4810 0.4280 0.4360 0.5340 0.5980 0.5750 0.5130 0.5200 0.5960 0.5680 0.5270 0.7790 0.7000

DF1 mils 35.86 38.39 35.16 35.89 35.08 36.93 39.87 42.89 44.15 42.83 48.1 46.85 40.09 46.07 42.48 52.55 46.95

DF2 mils 16.06 20.47 16.74 19.84 18.6 20.82 20.45 23.57 25.02 27.41 29.48 26.93 23.81 26.11 23.13 31.56 35.22

DF3 mils 9.66 12.23 10.32 11.22 11.12 11.42 12.11 14.89 14 16.03 16.75 14.23 13.92 15.53 14.85 20.47 20

DF4 mils 5.4 6.8 6.4 6.25 6.55 6.49 7.44 8.56 9.05 8.78 9.74 7.41 6.89 8.5 8.73 10.92 10.29

DF5 mils 3.52 4.77 4.21 4.11 4.36 4.3 4.56 5.55 6.06 5.01 5.81 4.66 4.51 4.99 5.48 6.35 5.81

DF6 mils 2.2 2.42 2.65 2.53 2.78 2.65 2.83 3.04 2.96 2.87 3.27 2.86 2.71 2.83 3.12 3.12 2.8

DF7 mils 1.39 1.22 1.44 1.34 1.47 1.45 1.36 1.54 1.62 1.39 1.65 1.35 1.15 1.5 1.64 1.88 1.47

BASIN inA2 0.4090 0.4790 0.4340 0.4550 0.4540 0.4720 0.4960 0.5620 0.5780 0.5820 0.6420 0.5740 0.5170 0.5840 0.5600 0.7030 0.6810

27

Crushed Stone (Fine) DF1 STA SEC mils 40 10 3 39.33 3 15 40.5 3 20 35.43 25 3 36.68 30 3 38.7 35 3 39.91 40 3 39.14 45 3 43.12 50 3 40.98 55 3 60 59.39 3 52.76 65 3 51.01 70 3 53.89 75 3 39.67 80 3 65.9 85 3 62.12 90 3

DF2 mils 19.4 21.95 22.27 18.59 20.55 20.14 22.72 21.9 21.47 23.54 41.77 36.1 30.37 29.35 25.84 44.71 40.97

DF3 mils 11.24 11.32 12.56 10.31 11.15 10.99 12.48 11.94 13.13 12.76 21.7 18.77 18.53 16.31 13.41 25.75 24.69

DF4 mils 6.84 6.24 7.28 5.43 6.47 6.13 6.76 7.2 6.59 7.61 10.93 10.12 10.39 7.66 6.85 13.32 12.21

DF5 mils 4.46 3.98 4.63 3.47 3.72 3.9 4.23 4.78 4.04 5.09 5.94 6.14 6.59 3.74 3.96 7.04 6.48

DF6 mils 2.7 2.23 2.82 2.19 2.23 2.42 2.43 2.84 2.49 2.59 2.99 3.1 2.97 1.99 2.25 2.89 3.07

DF7 mils 1.36 1.35 1.38 1.13 1.26 1.2 1.2 1.36 1.31 1.37 1.56 1.35 1.36 1.42 1.21 1.39 1.34

BASIN inA2 0.4790 0.4750 0.5110 0.4220 0.4530 0.4600 0.4950 0.5010 0.5030 0.5230 0.7880 0.7090 0.6700 0.6060 0.5130 0.8730 0.8210

Crushed Stone (Coarse) DF1 STA SEC mils 35.83 10 4 32.59 4 15 35.31 20 4 38.15 4 25 36.24 30 4 34.73 35 4 37.72 4 40 41.75 4 45 37.95 50 4 39.26 55 4 39.02 60 4 34.94 4 65 35.52 4 70 42.27 4 75 55.75 4 80 57.56 4 85 56.83 4 90

DF2 mils 21.65 23.05 23.24 24.25 22.2 22.14 23.37 28.98 24.33 24.93 24.89 23.4 18.81 29.8 34.88 38.53 39.13

DF3 mils 14.32 13.85 13.96 13.92 12.47 13.35 15.07 18.13 16.53 15.73 13.68 15.23 9.48 17.54 22.66 22.12 20.63

DF4 mils 8.06 8.06 8.27 7.98 7.39 7.97 8.67 10.15 9.73 8.49 6.02 8.21 4.98 8.44 12.37 9.48 11.46

DF5 mils 4.95 5.03 5.19 4.9 4.59 4.8 5.57 5.98 5.76 4.98 3.25 5.48 3.73 4.65 6.52 5.08 6.11

DF6 mils 2.41 2.88 2.77 2.73 2.57 2.66 3.2 3.17 3.08 2.57 1.99 2.74 2.55 2.46 2.69 2.85 3.23

DF7 mils 1.32 1.38 1.34 1.35 1.43 1.38 1.7 1.71 1.63 1.2 1.14 1.23 1.2 1.25 1.83 1.36 1.31

BASIN inA2 0.4970 0.5000 0.5130 0.5250 0.4900 0.4940 0.5460 0.6240 0.5660 0.5420 0.4890 0.5190 0.4260 0.5870 0.7490 0.7420 0.7630

28

Reclaimed Stabilized Base (2%) DF2 DF1 STA SEC mils mils 20.17 32.32 10 5 22.68 33.79 15 5 19.93 34.39 20 5 13.37 30.05 25 5 17.68 30.58 30 5 18.87 31.16 35 5 20.62 33.33 40 5 19.77 33.42 45 5 21.47 34.53 50 5 19.91 35.07 55 5 24.67 39.38 5 60 24.16 38.8 65 5 24.36 40.94 70 5 24.52 37.46 75 5 25.59 39.26 80 5 23.35 36.12 85 5 23.32 33.12 90 5

DF3 mils 12.62 14 12.71 9.08 11.17 12.08 14.15 13.27 12.99 12.99 15.86 15.74 16.22 16 16.71 1438 14.37

DF4 mils 7.56 8.14 7.99 5.5 6.51 6.97 8.36 8.05 7.49 7.47 8.93 8.77 9.4 9.7 9.41 8.58 8.54

DF5 mils 4.72 5.19 4.94 3.62 4.08 4.29 4.98 4.91 4.58 4.41 5.07 4.93 5.47 5.45 5.44 5.14 5.37

DF6 mils 2.55 2.65 2.65 2.16 2.41 2.42 2.6 2.68 2.44 2.39 2.49 2.51 2.83 2.55 2.56 2.9 2.99

DF7 mils 1.36 1.35 1.17 1.31 1.48 1.35 1.39 1.4 1.37 1.3 1.34 1.41 1.51 1.34 1.4 1.59 1.17

BASIN inA2 0.4630 0.5010 0.4750 0.3660 0.4210 0.4380 0.4860 0.4760 0.4780 0.4680 0.5450 0.5380 0.5660 0.5460 0.5620 0.5260 0.5120

Reclaimed Stabilized Base (3%) DF2 DF1 STA SEC mils mils 20.62 34.29 10 6 16.34 30.2 15 6 20.33 33.65 20 6 21.99 40.02 25 6 18.23 34.1 30 6 20.12 34.98 35 6 21.2 34.35 40 6 21.53 36.54 45 6 22.52 36.28 50 6 24.27 38.46 55 6 22.12 35.08 60 6 22.4 35.5 65 6 22.22 33.84 70 6 39.2 23.37 75 6 28.45 46.59 80 6 23.67 37.71 85 6 34.74 21.68 90 6

DF3 mils 13.09 10.39 13.24 14.17 11.68 13.01 13.8 14.14 14.98 15.9 13.79 14.13 14.1 14.33 17.83 14.8 13.6

DF4 mils 7.51 6.21 7.55 8.19 6.62 7.34 7.74 8.61 9.08 8.94 7.25 7.45 7.88 8.13 10.42 8.37 7.72

DF5 mils 4.35 3.91 4.28 4.97 4.03 4.36 4.77 5.23 5.81 5.11 4.28 4.43 4.54 5 6.18 4.98 4.66

DF6 mils 2.22 2.26 2.42 2.59 2.36 2.59 2.76 2.88 3.31 2.71 2.41 2.49 2.53 2.68 3.16 2.59 2.56

DF7 mils 1.22 1.37 1.3 1.35 1.34 1.44 1.57 1.63 1.76 1.48 1.46 1.44 1.29 1.48 1.57 1.48 1.42

BASIN inA2 0.4650 0.4000 0.4660 0.5200 0.4390 0.4730 0.4920 0.5160 0.5430 0.5450 0.4850 0.4940 0.4880 0.5290 0.6400 0.5260 0.4880

29

Reclaimed Stabilized Base (4%) DF2 STA DF1 SEC mils mils 21.69 31.31 7 10 17.78 30.96 15 7 18.74 28.62 20 7 20.14 32.17 25 7 32.52 22.16 7 30 21.41 35 31.7 7 21.09 31.05 7 40 36.21 23.16 45 7 23.13 35.41 50 7 22.81 33.97 55 7 18.38 32.78 60 7 21.11 31.78 7 65 21.81 31.77 70 7 23.32 36.28 75 7 21.94 34.4 80 7 23.07 35.96 85 7 33.64 24.34 90 7

DF3 mils 14.16 12.08 12.45 13.66 14.45 14.62 14.45 15.87 16.09 15.37 12.29 14.79 14.98 15.49 15.25 15.33 16.77

DF4 mils 8.53 7.27 7.27 7.82 8.5 8.92 9 9.44 9.48 9.17 7.31 9.23 8.89 8.96 9.19 8.96 10.2

DF5 mils 5.14 4.5 4.39 4.6 4.89 5.48 5.56 5.67 5.29 5.3 4.75 5.55 5.32 5.21 5.47 5.4 5.91

DF6 mils 2.56 2.55 2.42 2.5 2.35 2.76 2.95 2.79 2.7 2.57 2.63 2.68 2.76 2.51 2.7 2.83 2.79

DF7 mils 1.42 1.38 1.41 1.59 1.26 1.48 1.51 1.47 1.44 1.37 1.35 1.42 1.48 1.22 1.41 1.47 1.4

BASIN inA2 0.4870 0.4370 0.4330 0.4700 0.4880 0.4990 0.4980 0.5390 0.5310 0.5150 0.4530 0.4980 0.5020 0.5230 0.5150 0.5300 0.5460

Reclaimed Stabilized Base (3% - 2 lifts) DF3 DF2 DF1 STA SEC mils mils mils 14.57 23.55 38 8 10 13.55 20.24 37.53 15 8 24.89 15.68 39.04 20 8 12.62 33.52 20.27 25 8 20.82 13.13 35.84 8 30 12.92 20.26 33.78 35 8 24.94 15.18 38.65 8 40 11.66 18.27 30.13 45 8 14.25 21.77 33.43 8 50 22.22 15.37 37.84 8 55 32.54 18.55 11.6 60 8 28.63 17.16 41.93 65 8 16.92 41.84 27.11 70 8 23.65 13.39 38.57 75 8 34.15 21.74 50.68 8 80 25.12 61.95 41.31 85 8 33.7 18 90 53.55 8

DF4 mils 8.61 8.1 8.69 7.26 7.48 7.8 8.07 7.06 8.67 9.23 6.87 8.87 9.31 7.16 11.22 12.08 8.87

DF5 mils 5.46 4.94 4.88 4.41 4.46 4.87 4.5 4.48 5.31 5.49 4.27 5.38 5.48 4.23 5.77 5.95 4.62

DF6 mils 2.99 2.61 2.38 2.25 2.26 2.44 2.36 2.42 2.89 2.89 2.52 2.83 2.69 2.25 2.46 2.62 2.33

DF7 mils 1.46 1.4 1.27 1.29 1.31 1.31 1.33 1.4 1.63 1.55 1.42 1.52 1.33 1.26 1.39 1.44 1.36

BASIN inA2 0.5380 0.4960 0.5380 0.4580 0.4750 0.4720 0.5270 0.4310 0.5070 0.5370 0.4410 0.5960 0.5840 0.5000 0.6970 0.8120 0.6590

30

Asphallt Concrete DF1 STA SEC mils 10.99 10 9 9.35 15 9 10.51 20 9 11.39 25 9 10.49 30 9 11 35 9 11.21 40 9 10.9 45 9 10.33 50 9 9.52 55 9 8.66 60 9 8.23 65 9 7.49 70 9 7.31 75 9 8.4 80 9 9.16 85 9 8.4 90 9

DF2 mils 9.27 8.09 8.97 9.49 8.74 8.97 9.26 8.93 8.28 7.78 7.03 6.83 6.07 5.64 6.56 7.89 7.31

DF3 mils 8.1 7.11 7.8 7.95 7.41 7.61 7.78 7.61 6.99 6.7 6.03 5.96 5.28 4.94 5.72 6.96 6.47

DF4 mils 6.63 5.81 6.27 6.17 5.77 5.94 6.1 6.03 5.45 5.34 4.78 4.83 4.28 4.04 4.7 5.68 5.39

DF5 mils 5.23 4.51 4.71 4.48 4.22 4.39 4.44 4.46 4.01 3.97 3.57 3.68 3.29 3.12 3.66 4.45 4.26

DF6 mils 3.17 2.71 2.64 2.4 2.29 2.35 2.45 2.45 2.25 2.19 2.03 2.13 1.96 1.92 2.22 2.71 2.66

DF7 mils 1.22 1 1 0.99 0.88 0.91 0.99 0.95 0.92 0.79 0.78 0.85 0.79 0.83 0.93 1.09 1.06

BASIN inA2 0.2990 0.2580 0.2740 0.2750 0.2560 0.2640 0.2720 0.2670 0.2460 0.2350 0.2140 0.2140 0.1930 0.1850 0.2140 0.2550 0.2410

Pavement Milling ' DF1 STA SEC mils 36.57 10 10 33.97 15 10 3.3.43 10 20 32.03 25 10 34.98 30 10 31.16 35 10 39.32 40 10 31.01 45 10 36.71 10 50 36.18 55 10 32.74 60 10 29.42 10 65 34.56 70 10 32.91 75 10 29.68 80 10 33.21 85 10 26.51 90 10

DF2 mils 22.18 22.76 22.14 21.82 24.6 20.63 23.67 20.43 23.94 23.65 22.46 18.75 22.91 19.52 18.2 21.76 20.18

DF3 mils 15.43 15.14 15.41 14.45 16.7 13.88 15.18 13.65 15.82 16.61 15.55 12.73 15.21 13.15 12.11 15.16 14.06

DF4 mils 9.15 8.5 9.36 8.42 9.8 8.14 7.99 7.56 9.17 9.78 9.48 7.64 8.27 7.76 6.72 8.83 8.83

DF5 mils 5.3 4.83 5.4 4.78 5.25 4.66 4.14 4.39 5.06 5.31 5.51 4.56 4.34 4.5 3.84 5 5.3

DF6 mils 2.69 2.48 2.43 2.31 2.34 2.29 2.12 2.38 2.34 2.61 2.77 2.41 2.31 2.35 2.04 2.47 2.43

DF7 mils 1.43 1.38 1.26 1.19 1.19 1.33 1.25 1.25 1.39 1.43 1.46 1.35 1.38 1.27 1.11 1.32 1.26

BASIN inA2 0.5250 0.5040 0.5070 0.4810 0.5340 0.4660 0.5140 0.4580 0.5290 0.5400 0.5170 0.4400 0.4990 0.4590 0.4130 0.4970 0.4570

31

Subgrade STA SEC 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 Subgrade STA SEC 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2

10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90

DF1 mils 35.3 30.8 31.5 30.5 26.0 27.1 22.9 28.7 37.0 37.9 32.1 35.4 44.2 47.0 43.6 53.5 53.8

DF2 mils 14.7 12.2 14.4 11.5 10.5 8.9 8.8 12.4 17.4 15.2 11.6 13.1 19.7 21.8 20.5 25.3 20.7

DF3 mils 8.0 6.3 7.1 5.9 5.2 4.2 4.9 7.0 9.9 6.9 4.8 5.8 8.8 10.5 8.4 11.5 7.9

DF4 mils 5.3 4.1 4.4 3.9 3.3 2.6 3.3 4.5 5.8 4.4 2.8 3.4 5.2 5.2 4.2 6.5 4.5

DF5 mils 2.9 2.1 2.2 2.2 1.9 1.7 2.0 2.3 2.6 2.4 1.7 1.9 2.6 1.7 1.9 2.9 2.4

DF6 mils 1.9 1.5 1.6 1.6 1.4 1.3 1.4 1.7 1.7 1.7 1.3 1.5 1.7 1.2 1.3 2.1 1.7

BASIN DF7 inA2 mils 0.5053 1.3 0.4201 1.1 0.4542 1.2 0.4077 1.1 0.3565 1.1 0.3333 0.9 0.3240 1.1 0.4216 1.3 0.5487 1.2 0.5007 1.3 0.3937 1.0 0.4433 1.1 0.6014 1.2 0.6262 0.9 0.5797 1.0 1.6 0.7456 0.6526 1.3

DF1 mils 27.7 25.4 30.2 24.1 24.8 33.6 39.5 42.1 44.4 44.5 61.4 53.2 35.7 36.3 45.9 67.8 72.8

DF2 mils 11.5 11.5 11.2 9.0 10.6 13.5 14.8 18.7 14.5 19.3 27.0 21.1 14.6 15.6 20.8 26.3 18.4

DF3 mils 6.3 6.0 5.7 5.7 5.7 6.9 7.4 9.6 7.0 7.2 12.0 9.1 6.9 7.4 10.2 11.0 7.4

DF4 mils 3.9 4.1 3.8 3.7 4.0 4.1 4.6 5.6 4.2 4.1 6.5 5.0 4.1 4.4 5.9 5.9 4.3

DF5 mils 2.2 2.2 2.2 2.2 2.4 2.2 2.4 2.8 2.3 2.0 2.8 2.6 2.2 2.3 3.0 2.8 2.3

DF6 mils 1.7 1.7 1.6 1.7 1.9 1.7 1.7 2.0 1.7 1.6 1.9 1.7 1.6 1.7 2.2 2.0 1.5

BASIN DF7 mils inA2 0.3968 1.3 0.3844 1.4 1.2 0.4046 0.3488 1.3 1.4 0.3751 0.4557 1.3 1.4 0.5131 1.6 0.5952 0.5332 1.5 1.2 0.5720 1.5 0.8076 0.6665 1.2 1.2 0.4759 1.5 0.4991 1.6 0.6479 0.8308 1.6 1.1 0.7378

32

Subgrade SEC STA 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3

10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90

Subgrade STA SEC 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4

10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90

DF1 mils 33.2 33.0 35.4 28.3 25.1 30.6 33.0 32.3 37.1 35.1 71.3 48.4 55.1 59.7 52.2 66.5 73.1

DF2 mils 14.0 14.3 11.8 9.9 10.0 10.7 13.6 14.7 12.4 15.9 28.0 20.1 26.0 18.0 18.8 26.9 16.5

DF3 mils 7.4 6.6 5.8 4.5 4.8 5.6 6.7 7.7 5.7 7.8 11.0 8.9 11.0 3.0 7.8 10.4 6.7

DF4 mils 4.3 4.0 3.7 2.9 3.1 3.5 4.0 4.8 3.7 4.4 5.2 5.2 5.6 2.2 4.4 5.6 4.1

DF5 mils 2.4 2.2 2.2 1.9 1.9 1.9 2.1 2.7 2.2 2.0 2.2 2.6 2.5 1.9 2.2 2.5 2.3

DF6 mils 1.8 1.8 1.7 1.4 1.5 1.5 1.6 1.9 1.7 1.5 1.6 1.8 1.7 1.5 1.5 1.7 1.7

DF7 BASIN mils inA2 1.3 0.4650 1.3 0.4573 1.3 0.4418 1.1 0.3581 0.3457 1.1 0.3922 1.1 1.1 0.4464 1.5 0.4790 1.3 0.4557 1.3 0.4898 1.3 0.8463 1.3 0.6309 0.7394 1.3 1.2 0.6061 1.1 0.6200 1.3 0.8107 0.7192 1.3

DF1 mils 38.9 43.6 41.1 48.7 34.5 36.6 48.2 53.2 45.7 43.5 57.6 49.0 46.4 50.5 81.1 83.1 52.0

DF2 mils 17.2 15.9 18.5 18.7 15.0 13.9 18.1 21.9 16.3 18.9 16.2 12.6 12.4 19.7 34.0 19.2 16.2

DF3 mils 7.6 6.7 8.9 7.5 7.8 6.9 9.3 9.7 7.7 8.7 4.1 7.0 4.4 7.5 13.0 5.6 7.4

DF4 mils 4.4 4.4 5.3 4.1 4.6 4.3 5.1 5.6 4.5 4.4 2.0 4.4 3.2 4.0 6.5 3.5 4.3

DF5 mils 2.3 2.4 3.0 2.3 2.6 2.4 2.8 2.9 2.4 2.3 1.6 2.2 2.2 2.0 2.0 2.0 2.4

DF6 mils 1.6 1.7 1.6 1.7 2.0 1.7 1.9 2.0 1.7 1.7 1.3 1.7 1.5 1.4 1.5 1.8 1.9

BASIN DF7 inA2 mils 0.5270 1.2 1.3 0.5425 0.5751 1.3 0.5968 1.3 0.4945 1.5 1.4 0.4821 0.6200 1.3 1.5 0.6929 0.5658 1.4 1.3 0.5797 1.1 0.5751 1.3 0.5425 0.4976 1.1 1.1 0.6092 1.1 0.9781 0.7890 1.1 1.4 0.5999

33

Subgrade STA SEC 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5

10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90

Subgrade STA SEC 6 6 6 6 6 6 6 6 6 6 6 6 6 6 6 6 6

10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90

DF1 mils 44.5 39.7 43.7 29.8 36.1 41.3 52.0 49.2 50.9 49.4 62.7 56.2 67.1 51.7 94.1 70.9 66.6

DF2 mils 16.8 16.3 17.3 10.2 13.3 17.4 21.5 18.0 15.3 16.4 17.5 21.3 24.1 19.3 16.1 16.7 15.2

DF3 mils 8.2 7.8 8.6 4.8 6.3 6.4 10.2 7.6 6.3 6.1 6.7 8.1 9.8 7.8 7.6 7.6 8.3

DF4 mils 4.6 4.7 4.7 3.1 4.0 3.8 5.1 4.3 3.6 3.6 3.9 3.9 5.4 5.7 4.6 4.7 5.5

DF5 mils 2.4 2.5 2.0 2.0 2.5 2.4 2.6 2.5 2.3 2.3 2.2 2.3 2.6 2.2 2.5 2.9 3.4

DF6 mils 1.7 1.7 1.4 1.5 1.9 1.8 2.0 1.9 1.8 1.7 1.6 1.8 1.9 1.7 1.9 2.2 2.5

BASIN DF7 inA2 mils 0.5673 1.5 0.5332 1.3 0.5611 1.3 0.3782 1.2 0.4712 1.4 0.5363 1.5 0.6743 1.3 0.6030 1.5 0.5704 1.3 0.5689 1.3 0.6619 1.3 0.6696 1.4 0.7890 1.5 0.6371 1.4 0.8587 1.5 0.7363 1.8 0.7177 1.8

DF1 mils 50.6 46.4 52.0 52.4 40.6 38.4 44.4 42.3 45.3 55.0 51.4 41.0 50.5 52.7 63.5 60.6 46.9

DF2 mils 19.7 15.4 19.4 16.1 16.1 16.9 20.2 17.2 23.1 24.7 19.2 17.2 22.3 19.1 19.9 16.5 13.4

DF3 mils 8.7 6.4 9.1 7.1 7.0 7.6 8.3 8.6 10.2 10.0 7.2 7.7 9.2 6.7 8.1 8.3 7.0

DF4 mils 4.6 3.5 4.5 4.1 3.9 4.2 4.8 5.2 6.1 5.3 4.0 4.2 5.1 4.2 4.6 4.9 4.5

DF5 mils 2.2 1.9 2.2 2.2 2.2 2.2 2.6 2.7 3.4 2.7 2.2 2.2 2.7 2.5 2.8 2.6 2.6

DF6 mils 1.6 1.5 1.6 1.7 1.6 1.7 1.9 2.0 2.5 2.0 1.7 1.7 2.0 2.0 2.0 1.9 1.9

BASIN DF7 inA2 mils 0.6278 1.2 0.5348 1.1 0.6340 1.3 0.5937 1.3 0.5193 1.2 0.5208 1.3 0.6045 1.4 0.5720 1.6 0.6774 1.9 0.7270 1.5 0.6154 1.3 0.5410 1.3 0.6696 1.6 0.6278 1.5 0.7161 1.5 0.6696 1.5 0.5472 1.4

34

Subgrade STA SEC 7 7 7 7 7 7 7 7 7 7 7 7 7 7 7 7 7

10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90

Subgrade SEC STA 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8

10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90

DF1 niils 41.2 38.9 33.4 36.7 43.5 47.6 41.7 44.2 47.6 45.0 41.3 43.9 42.8 55.3 50.6 52.9 51.2

DF2 mils 15.9 15.3 14.3 13.7 17.2 20.0 18.3 17.6 16.2 16.7 15.6 13.7 18.1 18.9 19.5 21.3 20.0

DF3 mils 8.1 6.9 6.9 5.8 7.8 9.6 8.9 8.2 7.5 7.5 7.2 8.0 9.1 8.1 8.7 9.1 8.6

DF4 mils 5.0 4.4 4.0 3.8 4.1 6.1 5.4 5.2 4.4 4.5 4.5 4.7 5.6 4.3 5.0 5.5 4.7

DF5 mils 2.6 2.6 2.2 2.3 2.1 2.7 2.8 2.7 2.6 2.6 2.4 2.5 3.1 2.3 2.6 2.8 2.5

DF6 mils 1.9 1.8 1.7 1.7 1.7 1.9 2.0 1.9 2.0 1.9 1.7 1.8 2.2 1.8 1.9 2.0 1.9

DF7 BASIN mils inA2 0.5472 1.5 1.3 0.5131 1.4 0.4619 1.3 0.4697 1.3 0.5534 1.6 0.6417 1.5 0.5828 1.5 0.5828 1.5 0.5797 1.4 0.5673 0.5301 1.3 1.5 0.5379 1.5 0.5968 1.4 0.6479 1.5 0.6386 1.5 0.6789 1.4 0.6417

DF1 mils 49.1 46.0 45.9 38.7 52.5 57.4 54.6 47.6 50.3 55.3 43.4 56.6 59.8 53.5 87.3 97.8 50.9

DF2 mils 22.0 16.9 20.3 17.4 22.6 24.2 19.8 16.4 17.7 20.6 18.6 24.3 23.9 19.4 44.7 36.5 18.8

DF3 mils 9.9 8.1 8.5 7.7 8.0 10.6 8.1 7.8 8.3 9.1 7.6 9.7 9.2 7.2 10.1 13.5 6.6

DF4 mils 5.8 4.8 4.4 4.3 4.3 5.0 4.3 4.4 5.2 5.1 4.4 5.2 5.0 3.4 5.0 5.4 4.0

DF5 mils 3.0 2.4 2.2 2.7 2.2 2.2 2.2 2.4 3.1 3.0 2.6 2.6 2.6 2.0 2.2 2.4 2.6

DF6 mils 2.0 1.7 1.6 1.8 1.7 1.7 1.6 1.9 2.0 2.0 1.9 1.9 2.0 1.7 1.6 1.8 1.9

DF7 BASIN mils inA2 1.6 0.6743 0.5782 1.3 0.6014 1.3 1.4 0.5363 1.3 0.6588 1.2 0.7254 1.2 0.6464 1.4 0.5797 1.6 0.6293 0.6867 1.7 0.5766 1.5 0.7254 1.5 0.7378 1.3 0.6216 1.3 1.0 1.0835 1.1052 1.3 1.4 0.6138

35

Subgrade STA SEC 9 9 9 9 9 9 9 9 9 9 9 9 9 9 9 9 9

10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90

Subgrade STA SEC 10 10 10 10 10 10 10 10 10 10 10 10 10 10 10 10 10

10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90

DF1 mils 55.2 44.5 42.4 38.0 34.4 45.0 43.5 41.0 47.6 47.8 61.5 60.3 47.5 48.2 49.8 49.2 52.1

DF2 mils 18.9 15.9 18.0 13.9 15.1 19.1 14.5 18.7 19.9 18.6 16.9 20.5 18.8 16.3 18.0 19.3 18.0

DF3 mils 7.6 7.9 8.6 6.4 6.3 7.0 7.3 8.6 7.5 6.6 6.6 7.2 7.3 5.0 7.9 8.0 8.2

DF4 mils 4.3 4.6 5.4 3.8 3.5 3.7 4.7 4.4 4.0 3.6 3.5 3.8 3.9 3.2 5.0 4.4 4.6

DF5 mils 2.3 2.5 2.8 2.1 2.0 2.0 2.6 2.2 2.2 2.0 1.9 2.0 2.0 2.2 2.9 2.3 2.4

DF6 mils 1.8 1.9 2.0 1.6 1.5 1.6 1.9 1.7 1.7 1.6 1.6 1.6 1.5 1.7 2.1 1.8 1.8

BASIN DF7 inA2 mils 0.6417 1.4 0.5611 1.5 0.5828 1.5 0.4790 1.3 0.4604 1.2 0.5689 1.2 0.5410 1.5 0.5627 1.5 0.5999 1.3 0.5766 1.2 0.6402 1.2 0.6743 1.2 0.5844 1.3 0.5503 1.3 0.6216 1.6 0.6138 1.3 0.6247 1.3

DF1 mils 62.0 51.7 52.7 55.2 55.2 49.0 52.4 50.9 46.0 52.9 47.2 46.7 64.6 47.7 51.2 57.0 53.3

DF2 mils 19.1 13.7 19.3 17.4 18.3 16.2 14.5 17.2 14.8 17.6 15.4 14.1 14.4 11.7 13.4 16.7 16.3

DF3 mils 8.5 6.7 7.8 5.6 7.2 6.9 5.8 7.2 5.6 7.0 7.4 7.1 5.9 5.5 5.7 7.2 7.2

DF4 mils 5.5 4.4 4.4 3.5 4.1 4.4 3.7 4.3 3.5 4.3 4.7 4.1 4.0 3.5 3.4 4.1 4.1

DF5 mils 2.7 2.5 2.2 1.9 2.3 2.3 2.2 2.3 2.0 2.5 2.4 2.4 2.4 2.1 1.8 2.0 2.1

DF6 mils 2.0 1.9 1.6 1.5 1.8 1.7 1.6 1.7 1.6 1.8 1.8 1.8 1.9 1.6 1.5 1.5 1.6

BASIN DF7 inA2 mils 0.7099 1.5 0.5735 1.4 1.2 0.6293 0.5999 1.1 0.6324 1.3 0.5766 1.2 0.5673 1.2 0.5968 1.3 0.5270 1.5 0.6154 1.3 0.5689 1.4 0.5456 1.3 0.6479 1.4 0.5084 1.2 0.5394 1.3 0.6216 1.2 0.5983 1.2

36

APPENDIX C: BACK-CALCULATED SUBGRADE MODULUS.

ELASTIC MODULUS (psi)

TEST SECTION

LOCATION

FWD

2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 3 3 3

10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 10 15 20 25 30 35 40 50 55 60 65 70 75 80 85 90 10 15 20

13757 15742 15388 15905 18648 17916 21179 16931 13113 12813 15105 13696 10976 10323 11135 9063 9017 17509 19081 16050 20141 19534 14433 12277 10918 10908 7906 9117 13575 13383 10562 7158 6666 14604 14727 13696

37

CLEGG 13158 14660 17909 13899 9137 13158 13158 16244 12437 11736 21483 15442 15442 18772 15442 15442 14660 15442 15442 16244 5848 15442 17066 13158 9137 11736 9137 10396 15442 11056 17066 13158 4914 14660 14660 13158

ELASTIC MODULUS (psi)

TEST SECTION

LOCATION

FWD

3 3 3 3 3 3 3 3 3 3 3 3 3 4 4 4 4 4 4 4 4 4 4 4 4 5 5 5 5 5 5 5 5 5 5 5

25 30 35 40 45 50 60 65 70 75 80 85 90 10 15 20 25 35 40 45 50 55 60 65 70 10 15 20 25 30 35 40 45 50 55 60

17143 19350 15884 14727 15014 13071 6810 10021 8811 8125 9303 7298 6641 12463 11135 11818 9965 13268 10062 9124 10608 11145 8425 9908 10455 10908 12228 11105 16283 13442 11750 9338 9869 9540 9829 7738

38

CLEGG 13158 16244 12437 11736 13158 20559 14660 16244 13899 4914 9137 7401 2284 9756 3665 7401 6345 6345 7401 6345 7959 15442 6345 7959 4061 7959 11736 7959 13899 4914 5370 5370 6863 6863 6345 4061

TEST SECTION

LOCATION

ELASTIC MODULUS (psi)

FWD

5 5 5 5 5 5 6 6 6 6 6 6 6 6 6 6 6 6 6 6 6 6 6 7 7 7 7 7 7 7 7 7 7 7 7 7

65 70 75 80 85 90 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 10 15 20 25 30 35 40 45 50 55 60 65 70

8638 7234 9395 5157 6840 7289 9585 10455 9338 9268 11955 12629 10937 11477 10718 8830 9438 11841 9607 9212 7642 8014 10341 11773 12476 14535 13225 11165 10204 11639 10976 10195 10784 11762 11065 11329

39

CLEGG 8538 4477 4914 4061 2599 4061 4477 6345 4061 5370 14660 8538 9137 9756 9137 5370 9137 9137 10396 5370 2284 5848 4061 12437 13158 13158 15442 5848 13158 9756 9756 9137 9137 11736 13158 9756

ELASTIC MODULUS (psi)

TEST SECTION

LOCATION

FWD

7 7 7 7 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 9 9 9 9 9 9 9 9 9 9 9 9 9 9 9

75 80 85 90 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80

8779 9585 9171 9482 9877 10544 10571 12539 9240 8454 8880 10204 9645 8773 11175 8578 8115 9070 5557 4960 9526 8792 10898 11434 12760 14119 10775 11165 11829 10204 10145 7896 8046 10212 10062 9752

40

CLEGG 10396 6863 9137 7959 2934 7959 12437 16244 4477 4477 2284 5848 6863 5370 5848 7959 6863 4061 3665 4914 4477 6345 9137 13158 13158 11736 4061 5370 15442 4477 7959 4914 4477 6345 6863 8538

ELASTIC MODULUS (psi)

TEST SECTION

LOCATION

FWD

9 9 10 10 10 10 10 10 10 10 10 10 10 10 10 10 10 10 10

85 90 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90

9869 9310 7821 9395 9212 8798 8798 9900 9254 9540 10544 9178 10280 10402 7516 10170 9482 8507 9110

41

CLEGG 5370 5848 3289 3289 6345 4061 6863 4061 2934 4061 5370 3665 4477 4914 2934 3665 4914 3665 4914

APPENDIX D: FIELD CBR DATA FROM CLEGG HAMMER AND IN-SLTU CBR TESTING.

Test Section

2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2

Location

Subgrade Clegg (CIV)

Base Clegg (CIV)

Subgrade Clegg (CBR)

Base Clegg (CBR)

10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90

36 38 42 37 30 36 36 40 35 34 46 39 39 43 39 39 38 39 39 40 24 39 41 36 35 30 34 30 32 39 33 41 36 22

16 25 8 37

91 101 123 96 63 91 91 112 86 81 148 106 106 129 106 106 101 106 106 112 40 106 118 91 86 63 81 63 72 106 76 118 91 34

18 44 4 96

Subgrade CBR (CBR)

Base CBR (CBR)

Subgrade DCP (CBR)

Base DCP (CBR)

38

20 17 17 15 17 12 22 19 14 13 15 17 14 16 16 11 14 31 31 30 33 29 26 28 26 27 25 25 31 26 28 29 34 39

33

25 7

32 19 39

9

29 23 24

8 32

26 32 28

20

25 24 36 22

21

39

24 16 27

32 27

24 21

43

Test Section

Location

3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4

10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90

Subgrade Clegg (CIV)

Base Clegg (CIV)

Subgrade Clegg (CBR)

Base Clegg (CBR)

38 38 36 36 40 35 34 36 45 56 38 40 37 22 30 27 15 31 19 27 25 3 25 27 25 28 39 25 28 20 75 80 85 90

24 28 29 27 29 29 27 26 26 24 25 20 27 19 25 26 24 29 32 32 32 30 28 30 34 33 37 61 64 30 34 29 31 25

101 101 91 91 112 86 81 91 142 220 101 112 96 34 63 51 16 67 25 51 44 1 44 51 44 55 106 44 55 28 394 448 506 567

40 55 59 51 59 59 51 47 47 40 44 28 51 25 44 47 40 59 72 72 72 63 55 63 81 76 96 260 287 63 81 59 67 44

44

Subgrade CBR (CBR)

Base CBR (CBR)

Subgrade

DCP (CBR) 19 42

19 29 32 29

28

38 19 31

18 44

11 10 25 30

32 33

28 32 32

40

33 12 13

25 29

11 13

Base DCP (CBR)

I

Test Section

Location

Subgrade Clegg (CIV)

Base Clegg (CIV)

Subgrade Clegg (CBR)

Base Clegg (CBR)

5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 6 6 6 6 6 6 6 6 6 6 6 6 6 6 6 6 6

10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90

28 34 28 37 22 23 23 26 26 25 20 29 21 22 20 16 20 21 25 20 23 38 29 30 31 30 23 30 30 32 23 15 24 20

29 35 86 25 37 40 43 41 46 47 57 52 41 40 35 43 39 54 53 50 34 55 47 42 47 52 54 50 45 41 37 51 53 44

55 81 55 96 34 37 37 47 47 44 28 59 31 34 28 18 28 31 44 28 37 101 59 63 67 63 37 63 63 72 37 16 40 28

59 86 518 44 96 112 129 118 148 155 227 189 118 112 86 129 106 204 197 175 81 212 155 123 155 189 204 175 142 118 96 182 197 136

45

Subgrade CBR (CBR)

Base CBR (CBR)

Subgrade DCP (CBR)

Base DCP (CBR)

15

55 57 61 59 54 60 54 56 54 65 66 56 60 51 64 62 89 92 85 73 81 77 63 63 66 74 74 62 65 69 81 61 119 88

21

25 12

23 21 17

36

22 12 23

23 11

14

8 17 17

15 40 18 21

28

50

19 17 22

46 8

10 13

Test Section

Location

Subgrade Clegg (CIV)

Base Clegg (CIV)

Subgrade Clegg (CBR)

Base Clegg (CBR)

7 7 7 7 7 7 7 7 7 7 7 7 7 7 7 7 7 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8

10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90

35 36 36 39 24 36 31 31 30 30 34 36 31 32 26 30 28 17 28 35 40 21 21 15 24 26 23 24 28 26 20 19 22 21

76 52 49 68 56 66 73 66 68 69 68 94 67 73 77 72 70 38 42 42 52 47 42 37 35 41 56 32 41 45 38

86 91 91 106 40 91 67 67 63 63 81 91 67 72 47 63 55 20 55 86 112 31 31 16 40 47 37 40 55 47 28 25 34 31

404 189 168 324 220 305 373 305 324 333 324 619 314 373 415 363 343 101 123 123 189 155 123 96 86 118 220 72 118 142 101

8

Subgrade CBR (CBR)

Base CBR (CBR)

Subgrade DCP (CBR)

Base DCP (CBR)

13

146 78 71 76 80 85 77 64

29

38 25

14 19 34

32

17 18 11

53 16

36

11 17 14

17 49

26 11 23

36

26 12 15

41 16

10 9

46

119 111 92 83 71 67 75 115 67 86 60 91 81 67 60 73 44

Test Section

Location

Subgrade Clegg (CIV)

9 9 9 9 9 9 9 9 9 9 9 9 9 9 9 9 9 10 10 10 10 10 10 10 10 10 10 10 10 10 10 10 10 10

10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90

25 30 36 36 34 20 23 39 21 28 22 21 25 26 29 23 24 18 18 25 20 26 20 17 20 23 19 21 22 17 19 22 19 22

Base Clegg (CIV)

Subgrade Clegg (CBR)

Base Clegg (CBR)

Subgrade CBR (CBR)

Base CBR (CBR)

Subgrade DCP (CBR)

Base DCP (CBR)

13

44 63 91 91 81 28 37 106 31 55 34 31 44 47 59 37 40 23 23 44 28 47 28 20 28 37 25 31 34 20 25 34 25 34

44

15 22 17

37

16 10 12

28

14 18 16

19

9 49 16 17

23

28

12

145

18 10 23 32

10 12

47

119

Form Approved OMB No. 0704-0188

REPORT DOCUMENTATION PAGE

Public reporting burden for this collection of information is estimated to average 1 hour per response, including the time for reviewing instructions, searching existing data sources, gathering and maintaining the data needed, and completing and reviewing the collection of information. Send comments regarding this burden estimate or any other aspect of this collection of information, including suggestion for reducing this burden, to Washington Headquarters Services, Directorate for Information Operations and Reports, 1215 Jefferson Davis Highway, Suite 1204, Arlington, VA 22202-4302, and to the Office of Management and Budget, Paperwork Reduction Project (0704-0188), Washington, DC 20503. 3. REPORT TYPE AND DATES COVERED

2. REPORT DATE

1. AGENCY USE ONLY (Leave blank)

September 1994 5. FUNDING NUMBERS

4. TITLE AND SUBTITLE

Layer Coefficients for NHDOT Pavement Materials 6. AUTHORS

Vincent C. Janoo 8. PERFORMING ORGANIZATION REPORT NUMBER

7. PERFORMING ORGANIZATION NAME(S) AND ADDRESS(ES)

U.S. Army Cold Regions Research and Engineering Laboratory 72 Lyme Road Hanover, New Hampshire 03755-1290

Special Report 94-30

10. SPONSORING/MONITORING AGENCY REPORT NUMBER

9. SPONSORING/MONITORING AGENCY NAME(S) AND ADDRESS(ES)

U.S. Department of Transportation Federal Highway Administration Washington, D.C.

New Hampshire Department of Transportation Concord, New Hampshire 11. SUPPLEMENTARY NOTES

12b. DISTRIBUTION CODE

12a. DISTRIBUTION/AVAILABILITY STATEMENT

Approved for public release; distribution is unlimited. Available from NTIS, Springfield, Virginia 22161 13. ABSTRACT {Maximum 200 words)

In 1992, the New Hampshire Department of Transportation (NHDOT) experimented with the use of reclaimed asphalt concrete as a base course material, identified by NHDOT as reclaimed stabilized base (RSB). The RSB and a control test section were placed on Interstate 93 between exits 18 and 19. The RSB test section was designed io the same structural number (SN) as the control. To evaluate the structural capacity of these test sections, the U.S. Army Cold Regions Research and Engineering Laboratory (CRREL) conducted deflection tests using a Dynatest 8000 falling weight deflectometer (FWD). Preliminary analysis of the results by NHDOT personnel showed higher deflections in the reclaimed asphalt concrete test sections. The explanation was that the layer coefficient used for the RSB layer in the design was probably incorrect. A total of 10 test sections constituting the base course materials used by NHDOT were built near Bow, New Hampshire. CRREL evaluated and estimated the layer coefficients of the base course materials. The test program was developed to characterize the material in more than one way. Tests were conducted with the heavy weight deflectometer (HWD), dynamic cone penetrometer (DCP) and the Clegg hammer. In-situ California bearing ratio (CBR) tests were also conducted. The deflections from the HWD were used with the WESDEF back-calculation program to determine the layer moduli. The moduli were than used with the AASHTO Design Guide to calculate the layer coefficients. The layer coefficients were also determined with the method proposed by Rohde. The CBR values from the Clegg hammer, in-situ CBR and DCP tests were also used in the relationships in the HDM model to determine the layer coefficients. 15. NUMBER OF PAGES

14. SUBJECT TERMS

Dynamic cone penetrometer Back-calculation California bearing ratio Falling weight deflectometer Clegg hammer 17. SECURITY CLASSIFICATION OF REPORT

UNCLASSIFIED NSN 7540-01-280-5500

18. SECURITY CLASSIFICATION OF THIS PAGE

UNCLASSIFIED

Layer moduli Reclaimed asphalt concrete 19. SECURITY CLASSIFICATION OF ABSTRACT

UNCLASSIFIED

53 16. PRICE CODE

20. LIMITATION OF ABSTRACT

UL Standard Form 298 (Rev. 2-89) Prescribed by ANSI Std. Z39-18 298-102