The disclosure relates to a device for reinforcing a ground on which is disposed a loading structure. Threaded inclusions are disposed vertically within the ground and reinforce said ground. The core diameter of threaded inclusions is between 250 mm and 450 mm and the external diameter is between 350 mm and 600 mm. A load transmitting layer is interposed between the ground and the loading structure disposed thereon, so as to transmit and distribute the load from the loading structure to both the ground and the plurality of inclusions. A ratio between a distance between axes of two adjacent inclusions and the internal diameter of said adjacent inclusions is between 4 and 14, and the inclusions are made from a material having a specified 28-day compressive strength between 5 MPa and 35 MPa.

A modular foundation support system includes modular foundation support components including self-aligning and torque transmitting coupler features wherein a plurality of\elongated ribs are aligned with a plurality of elongated grooves to rotationally interlock the modular foundation support components to one another.

A modular foundation support system includes modular foundation support components including self-aligning and torque transmitting coupler features wherein a plurality of\elongated ribs are aligned with a plurality of elongated grooves to rotationally interlock the modular foundation support components to one another.

A coupling device includes male and female couplings having first and second circumferential grooves on surfaces of the respective couplings that face each other when the couplings are fitted together. The coupling device further includes an engaging member. When the male coupling is pushed into the female coupling, the engaging member is retracted into the second groove, allowing the male coupling to be inserted into the female coupling, and when the couplings are fitted together, the engaging member is pushed into the first groove by coil springs so as to be fitted into both of the groove, thereby preventing separation of the male and female couplings in the axial direction. Countersunk head screws support respective divided pieces of the engaging member. Slotted head setscrews are screwed in at boundaries between the adjacent divided pieces to press the divided pieces against the bottom of the first groove.

A coupling device includes male and female couplings having first and second circumferential grooves on surfaces of the respective couplings that face each other when the couplings are fitted together. The coupling device further includes an engaging member. When the male coupling is pushed into the female coupling, the engaging member is retracted into the second groove, allowing the male coupling to be inserted into the female coupling, and when the couplings are fitted together, the engaging member is pushed into the first groove by coil springs so as to be fitted into both of the groove, thereby preventing separation of the male and female couplings in the axial direction. Countersunk head screws support respective divided pieces of the engaging member. Slotted head setscrews are screwed in at boundaries between the adjacent divided pieces to press the divided pieces against the bottom of the first groove.

The rapid consolidation and compaction method comprises (i) first driving a hollow pipe, (ii) driving a pipe with a removable end plate after filling and compacting the sandy material in it, through the hollow pipe, to required depth, creating high excess pore-water pressures in the range of 50 to 300 KPa in clayey soils, (iv) pulling out the pipe section leaving behind the removable end plate and thereby installing porous displacement piles which allows dissipation of the excess pore-water pressures horizontally to the porous displacement pile, in which the excess water flows out vertically to the ground surface, and (v) the length of the drainage path is reduced to half the spacing between adjoining porous displacement piles, allowing rapid consolidation resulting in increase in density. Installing the porous displacement piles in the layer of loose to medium dense sand layer results in the instantaneous increase in its density.

The rapid consolidation and compaction method comprises (i) first driving a hollow pipe, (ii) driving a pipe with a removable end plate after filling and compacting the sandy material in it, through the hollow pipe, to required depth, creating high excess pore-water pressures in the range of 50 to 300 KPa in clayey soils, (iv) pulling out the pipe section leaving behind the removable end plate and thereby installing porous displacement piles which allows dissipation of the excess pore-water pressures horizontally to the porous displacement pile, in which the excess water flows out vertically to the ground surface, and (v) the length of the drainage path is reduced to half the spacing between adjoining porous displacement piles, allowing rapid consolidation resulting in increase in density. Installing the porous displacement piles in the layer of loose to medium dense sand layer results in the instantaneous increase in its density.

The porous displacement piles comprising (a) closed-ended pipe piles with small holes and or narrow slots, filled with compacted sandy soil, (b) closed-ended porous pipe piles such as closed-ended pipe pile with very small holes and or very narrow slots, and (c) a precast prestressed porous concrete piles are driven through inside the already driven non-displacement hollow pipe piles in a grid pattern to create excess pore-water pressures generally ranging between 50 and 1500 kPa in cohesive soils, which begin dissipating through inside the porous displacement piles to rapidly consolidate and densify the said cohesive soil. The porous displacement piles are designed for permitting free flow of the pressurized pore-water and to prevent migration of particles of cohesive soil into the porous displacement pile using filter design criteria or verified by laboratory tests. These piles when driven in sandy soils densify sandy soils instantaneously.

The porous displacement piles comprising (a) closed-ended pipe piles with small holes and or narrow slots, filled with compacted sandy soil, (b) closed-ended porous pipe piles such as closed-ended pipe pile with very small holes and or very narrow slots, and (c) a precast prestressed porous concrete piles are driven through inside the already driven non-displacement hollow pipe piles in a grid pattern to create excess pore-water pressures generally ranging between 50 and 1500 kPa in cohesive soils, which begin dissipating through inside the porous displacement piles to rapidly consolidate and densify the said cohesive soil. The porous displacement piles are designed for permitting free flow of the pressurized pore-water and to prevent migration of particles of cohesive soil into the porous displacement pile using filter design criteria or verified by laboratory tests. These piles when driven in sandy soils densify sandy soils instantaneously.

A method is for supporting a retaining wall that includes a number of wall blocks positioned to retain material against a rear side of the plurality of wall blocks. The method includes attaching the rear side of at least one of the wall blocks to at least one ground-stabilizing base body supporting the wall blocks. Kits and systems are also disclosed.