This is a new type of pile foundation for support of structures. It uses a new method of forming concrete around the steel rebar prior to installing the rebar. Concrete is molded in an undulating fashion to improve load transfer to the adjacent hole backfill. The backfill is densified in place and grouted to maintain the dense configuration. The grouting is injected into an unlined hole. If temporary casing is used during drilling, it is removed prior to grouting. The basic premises are that grouting the hole backfill to the surrounding soil provides a better load transfer at that interface. And, beyond a few inches past the steel rebar, grouted dense sand and gravel are adequate for the load at that point. Timing of the grouting is more flexible than typical ready-mix concrete delivery systems. This method also allows for real time testing of the pile capacity.

Various examples are provided related to compression spacers which can be utilized in the construction of, e.g., a micropile or drilled shaft. In one example, a high-capacity compression spacer includes a grout vessel body including: a grout receiving portion defined by a bottom of the grout vessel body and a portion of a sidewall of the grout vessel body; a bar receiving portion extending from the grout receiving portion to a lip defining an opening of the grout vessel body; and a plurality of tie wire insertion holes distributed about the bar receiving portion. Each of the plurality of tie wire insertion holes can be configured for insertion of a tie wire. The grout vessel body can be a single piece, molded body. The grout receiving portion can be filled with a high-strength, non-expanding grout or concrete.

A method for constructing a seawall section includes coupling an end of a substantially-waterproof barrier member to a footing. A concrete form is mounted to the footing such that a top end of the form is higher than an exposed upper surface of the footing. The concrete form defines at least part of a fill volume. Another end of the barrier member is coupled to the concrete form such that the barrier member extends over a side of the concrete form opposite the fill volume. Concrete is then poured into the fill volume and cured to form the seawall section. Prior to the curing, a body of water at the footing may be higher than the upper surface of the footing. However, the barrier member prevents water from entering the fill volume through the concrete form.

A method of constructing multiple conduits in building foundations that eliminates the process of core drilling after the foundation has been poured and set. This method creates optional openings for possible future connections. The process uses removable conduit molds installed before the foundation is poured. Once the foundation has set, conduit molds are removed to explose conduits in the foundation as needed.

A concrete variable cross-section prefabricated square pile comprises pile bodies of large cross-section sections and small cross-section sections alternately arranged along a longitudinal direction. Lateral transition surfaces are formed between side surfaces of the large cross-section sections and adjacent small cross-section sections; at least part of the lateral transition surfaces have a front edge and/or a rear edge that are offset from a vertical direction in a lateral projection, and a vertical projection of an intersection line between the lateral transition surface and a first horizontal plane is located outside a vertical projection of an intersection line between the lateral transition surface and a second horizontal plane; the first horizontal plane is a horizontal plane located above in any two horizontal planes, and the second horizontal plane is a horizontal plane located below in any two horizontal planes.

A foundation system for supporting a structure thereon comprising: a plurality of blocks, each block having at least three sides; at least two recesses formed in the at least three sides of each block; a plurality of connecting plates having a first end configured to be secured within a recess of a first block and a second end configured to be secured within a recess of an adjacent block such that the connecting plate extends between recesses of adjacent blocks to secure adjacent blocks together to form a foundation grid of said blocks; and enclosure panels mountable to said blocks along an edge thereof so as to form an enclosure about a perimeter of the foundation grid.

A retaining wall installation process for earth and water retaining wall, first step starting from preparing precast reinforced concrete heavy duty retaining wall (1) on the ground, inserted horizontal rebars (12) at each fin (7) passed to the holes (8), connected mechanical couplers (14) only one end of horizontal rebars. Attached shuttle-platform (16) to precast reinforced concrete heavy duty retaining wail (1). Then lift up to installed the wall at construction site, put down the vertical rebars (15) connected to the lower vertical rebars by using mechanical couplers (14), tie vertical rebars to horizontal rebars, then closed the vertical cavities (24) by using panel closer (28) and poured fresh concrete (29). After final setting time, removed shuttle-platform down to the ground.

A method for stabilizing and lifting a channel board by underwater grouting includes (A) when the channel board is damaged, removing the damaged channel board, cleaning and leveling a gravel layer under the damaged channel board, placing an undamaged channel board installed with first grouting pipes and a second grouting pipe on the gravel layer, wherein multiple geotextile bags are respectively bound to the first grouting pipes; when the channel board is subsided, installing first grouting pipes and a second grouting pipe into first grouting holes and a second grouting hole, respectively; (B) performing a first polymer grouting through the first grouting pipes, and performing a second polymer grouting through the second grouting pipe; (C) cutting off a part of the first grouting pipes the second grouting pipe which are exposed to the channel board, and leveling incisions; and (D) removing excess polymer left on the channel board.

The present invention discloses a water intake pipeline structure passing through a soft foundation embankment below a flood level and a construction method. The water intake pipeline structure comprises: pipelines, a gate valve well, a concrete pipe bed, a high-pressure jet grouting pile continuous wall, cement deep mixing piles, geogrids, backfilling clay, a clay bound macadam and concrete key walls. After the embankment is broken and excavated to reach a pipeline embankment-passing design elevation, the cement deep mixing piles are fully disposed in a plum blossom type, and the high-pressure jet grouting pile continuous wall is disposed under the gate valve well. A plain concrete cushion layer, the gate valve well, the concrete key walls and the concrete pipe bed are poured, the water intake pipelines are installed, and the pipelines behind the gate valve well are wrapped with concrete. The geogrids are placed during clay backfilling, and layered soil filling is performed. An embankment top is restored by using the clay bound macadam. The gate valve well is provided with a gate valve, and an operating lever is connected onto the gate valve. The present invention further discloses the construction method of the water intake pipeline structure designed to pass through the soft foundation embankment below the flood level. The present invention can eliminate differential settlement of an embankment-passing section, cut off seepage channels in contact positions of the pipelines and the embankment body, and improve the anti-skid stability of an embankment slope, and meanwhile it is novel in structure and convenient to implement.

A method of forming a foundation (26) of a wind turbine (10) including a tower (12) having a base tower section (24), comprising: mounting a levelling apparatus (56) to an anchor cage (30), the anchor cage (30) including a plurality of anchor bolts (36) extending between an upper flange (34) and a lower flange (38), the levelling apparatus (56) being arranged between the upper and the lower flanges (34, 38); arranging the anchor cage (30) in an excavation pit (94); directing a cementitious material into the excavation pit (94) so that the upper flange (34) becomes at least partially embedded within the first cementitious material; allowing the cementitious material to cure to form a rigid body (28, 90); actuating the levelling apparatus (56) to raise the upper flange (34) from the rigid body (28, 90) into a levelled position; directing a grout material (32) into a space beneath the raised upper flange (34); and allowing the grout material (32) to cure to form a support layer. The invention extends to an anchor cage arrangement and a system for forming a wind turbine foundation.