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. 2022 Apr 1;15(7):2592.
doi: 10.3390/ma15072592.

Vertical Fiberglass Micropiles as Soil-Reinforcing Elements

Mohanad Muayad Sabri Sabri  1 , Nikolai Ivanovich Vatin  1 , Renat Rustamovich Nurmukhametov  1 , Andrey Budimirovich Ponomarev  1 , Mikhail Mikhailovich Galushko  2
Affiliations

Vertical Fiberglass Micropiles as Soil-Reinforcing Elements

Mohanad Muayad Sabri Sabri et al. Materials (Basel). .

Abstract

This article is dedicated to developing a ground improvement technique using vertically oriented reinforcement elements prefabricated utilizing fiberglass pultruded pipe and helical shape wideners at the bottom toe. Structures of the prefabricated helical micropiles varied by the length and cross-section area introduced into the soil massive as reinforcing bearing elements. The effect of the reinforcements geometry variation was investigated through a reinforcement factor (µ), based on which a calculation method for measuring settlement of reinforced soil has been previously developed Full-scale field plate load tests were performed before and after reinforcing the soil to investigate the changes in the soil stiffness after the reinforcement process. Comparative analysis between the reinforced and reference soft sandy soil indicates an average increase in the deformation properties of the fiber reinforced soils by 8%, 30%, 63% at the applied pressures of 100, 300, and 550 kPa, respectively. The influence of the fiber reinforced polymers (FRP) geometrical properties on the final composite settlement was determined. A comparative analysis of the calculated and the actual plate load tests results reveals that the previously proposed settlement calculation method is adequate for further development.

Keywords: FRP pile; deformation; fiber-reinforced composite; fiberglass; screw micropile; soil reinforcement; vertical reinforcement.

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Conflict of interest statement

The authors declare no conflict of interest.

Figures

Figure 1
Figure 1
Materials’ comparison [36].
Figure 2
Figure 2
The investigated fiberglass reinforcing elements.
Figure 3
Figure 3
Scheme of the tested samples: (1) reference soil; (2–5) FRP-reinforced soil.
Figure 4
Figure 4
The in-situ plate load test system used in the experiment.
Figure 5
Figure 5
The settlement modeling algorithm previously proposed by [50] for soils reinforced by vertical fiberglass micro-piles.
Figure 6
Figure 6
Load−settlement graphs of the tested samples before and after the reinforcement according to the field plate load tests (PLT) results.
Figure 7
Figure 7
The in situ PLT elastic deformation before and after the reinforcement for varied reinforcement areas.
Figure 8
Figure 8
The average elastic load−settlement relationship for all FRP-reinforced soil compared to the reference soil.
Figure 9
Figure 9
Soil-reinforcing element model. Arp is the cross-section area of the soil’s element, and Aae is the cross-section area of one vertical reinforcing element.
Figure 10
Figure 10
The load−settlement curve of each of the tested in situ samples, as compared with the theoretical calculation results.
Figure 11
Figure 11
The averaged load−settlement curve of all investigated in situ samples, compared with the averaged theoretical calculation results before and after the reinforcement process.
See this image and copyright information in PMC

References

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