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36
650 strength after 2.1 in. of displacement. This shape is much dif-
600 ferent than the hyperbolic shape of the load-displacement
550 curve for the virgin tests and is likely associated with the differ-
500
T1 Cap 1 Virgin ent deflections required to mobilized adhesive resistance on the
450 T2 Cap 1 Virgin - Excavated soilcrete mass (0.25 in.) relative to that for passive force (2 in.).
400 Cap 1 Jet Grout
Load (kips)
350
The load-displacement curve after excavation to a depth of
300 7 ft in front of the jet grout zone is also shown in Figure 3-27.
250 Initially, the stiffness is not much greater than that for the pile
200 group in untreated virgin soil; however, the ultimate resis-
150 tance exceeds 600 kips at a displacement of 3 in.
100 To produce a more readable report, additional plots, simi-
50
lar to those presented for the pile group in virgin clay are not
0
-1 -0.5 0 0.5 1 1.5 2
presented here but are available in Adsero (2008, Appendix 2).
Displacement (in)
Figure 3-26. Combined load-displacement curves 3.8 Pile Group Load Tests
for all tests performed on Pile Cap 1 following jet Involving Soil Mixing
grouting. The results from the virgin test also are
shown for comparison. Construction Details
Plan and profile drawings of the pile group with a soil mix
500 kips equates to an increase in total resistance of about wall on one side of Pile Cap 1 are provided in Figure 3-24. The
2.6 times or 160%. In addition, the initial stiffness of the load- soil mixed wall adjacent to the cap was 10 ft deep, 11 ft wide,
displacement curve after jet grouting is considerably higher and extended 4 ft in front of the cap. Because of the small size
than the initial stiffness during virgin loading. The pile cap only of the wall, economics did not permit the mobilization of a
displaced 0.016 in. at a load of 200 kips. The load-displacement dedicated soil mixing rig to the site. Instead, a procedure
curve can be separated into three distinct parts. The initial was applied to produce a volume of soil with a compressive
0.3 in. of the curve are fairly linear. At a displacement of strength and consistency typical of that produced by soil mix-
about 0.3 in. the curve shows an abrupt change in slope. A sec- ing. The native soil was first excavated to a depth of 5 ft below
ond, relatively linear portion of the curve extends from 0.3 to the top of the cap using a trackhoe. The excavation was then
about 1.6 in. of displacement. The third portion of the curve filled to the top of the cap with jet grout spoils from the oppo-
following 1.6 in. of displacement is flat with a slight drop off in site side of the cap. Afterward, the remaining intact soil from
900
800
700
600
Load (kips)
500
400
Virgin
Virgin - Excavated
300 Jet Grout
Jet Grout - Excavated
200
100
0
-0.5 0 0.5 1 1.5 2 2.5 3 3.5 4
Displacement (in)
Figure 3-27. Combined load-displacement curves for tests performed
on Pile Cap 2 following jet grouting. The results from the virgin test
also are shown for comparison.
