Disclosed is a method for strengthening and lifting a high-rise building that has a raft foundation, comprising: arranging a plurality of measuring points at intervals around the outer contour of a building, and determining the side to be lifted of the building according to the elevation of the measuring points; distributing a plurality of reinforcement grouting holes perpendicular to a raft foundation at intervals within the range of the raft foundation, and using pressure grouting in the reinforcement grouting holes to form a reinforcement under the raft foundation; laying downwardly inclined lifting holes on the outer side of the raft foundation at two ends close to the side to be lifted of the building; and performing simultaneous pressure grouting in the lifting holes to lift the side to be lifted of the building.

Disclosed is a method for strengthening and lifting a high-rise building that has a raft foundation, comprising: arranging a plurality of measuring points at intervals around the outer contour of a building, and determining the side to be lifted of the building according to the elevation of the measuring points; distributing a plurality of reinforcement grouting holes perpendicular to a raft foundation at intervals within the range of the raft foundation, and using pressure grouting in the reinforcement grouting holes to form a reinforcement under the raft foundation; laying downwardly inclined lifting holes on the outer side of the raft foundation at two ends close to the side to be lifted of the building; and performing simultaneous pressure grouting in the lifting holes to lift the side to be lifted of the building.

Methods and systems are disclosed to transfer forces on a damaged pile to the lower part of the pile, bypassing the damaged area. Rings of various materials are tightly wrapped around the pile or clamps are attached to the pile, above and below the damaged area, causing calculated friction between the pile and the rings and/or clamps. Subsequently the damaged area and the rings and/or clamps are encased in a curable substance, such as concrete. After curing, the rings and/or clamps above the damaged area will receive the stresses on the pile through the friction with the pile and will transfer them to the concrete which in turn will transfer the stresses to the lower part of the pile through the lower rings and/or clamps and their friction with the lower part of the pile. Nothing is welded to the pile and the pile is not altered in any way.

Methods and systems are disclosed to transfer forces on a damaged pile to the lower part of the pile, bypassing the damaged area. Rings of various materials are tightly wrapped around the pile or clamps are attached to the pile, above and below the damaged area, causing calculated friction between the pile and the rings and/or clamps. Subsequently the damaged area and the rings and/or clamps are encased in a curable substance, such as concrete. After curing, the rings and/or clamps above the damaged area will receive the stresses on the pile through the friction with the pile and will transfer them to the concrete which in turn will transfer the stresses to the lower part of the pile through the lower rings and/or clamps and their friction with the lower part of the pile. Nothing is welded to the pile and the pile is not altered in any way.

The present devices and methods provide an adjustable foundation support that rests upon the top end of a pier driven to load bearing strata, and is configured to receive a jack within the bracket of the adjustable foundation support to adjust the height of the foundation by the jack pushing down upon the pier through the pier cap and pushing upwards upon the bracket. The foundation can be adjusted by the adjustable foundation support to provide a level foundation, either alone or in cooperation with one or more additional adjustable foundation supports. Once foundation has been adjusted to the required height, the height adjustment lock is engaged to the pier cap to support the weight of the foundation through the bracket, to maintain the required height for the service life of the adjustable foundation support, with the ability to readjust the height, should that be required in the future.

The present devices and methods provide an adjustable foundation support that rests upon the top end of a pier driven to load bearing strata, and is configured to receive a jack within the bracket of the adjustable foundation support to adjust the height of the foundation by the jack pushing down upon the pier through the pier cap and pushing upwards upon the bracket. The foundation can be adjusted by the adjustable foundation support to provide a level foundation, either alone or in cooperation with one or more additional adjustable foundation supports. Once foundation has been adjusted to the required height, the height adjustment lock is engaged to the pier cap to support the weight of the foundation through the bracket, to maintain the required height for the service life of the adjustable foundation support, with the ability to readjust the height, should that be required in the future.

Described are an apparatus and method for driving piles prior to lifting and stabilizing foundations that have subsided in unstable ground. A press head, comprising two non-slip arms actuated by a safety lever, is connected to an angle cleat-type foundation piece secured to the foundation by a pair of hydraulic rams in order to drive the piles into the ground as far as the bedrock when the rams contract. The apparatus includes a safety system actuated by the lever for controlling the arms. In order to level the building, other hydraulic rams are installed on each driven pile, all connected in series in order that they may be actuated simultaneously in order to lift the building. When the foundations have been adequately raised and levelled, each pile and the corresponding angle cleat-type foundation piece, both made of steel, are welded in order to stabilize the foundations.

A method of rehabbing reinforced concrete pilings while in service and without the requirement to demo or otherwise gain access over the ends of an existing column. Design adopts modern environmentally responsible fiber reinforced polymer rebar and other FRP stirrups uniquely shaped into spiral sections requiring only side access for placement, designed to permanently encase the piling with a totally non-rusting non-metal reinforcement lateral containment cage featuring preformed circumference stirrups that mechanically interlock vertically and lateral adjustability to control density. The spiral stirrups extending fully 360-degrees around an existing piling with an additional overlap of at least 45 degrees.

A method of rehabbing reinforced concrete pilings while in service and without the requirement to demo or otherwise gain access over the ends of an existing column. Design adopts modern environmentally responsible fiber reinforced polymer rebar and other FRP stirrups uniquely shaped into spiral sections requiring only side access for placement, designed to permanently encase the piling with a totally non-rusting non-metal reinforcement lateral containment cage featuring preformed circumference stirrups that mechanically interlock vertically and lateral adjustability to control density. The spiral stirrups extending fully 360-degrees around an existing piling with an additional overlap of at least 45 degrees.

A pier bracket comprises a seat including a base plate and an upper plate extending orthogonally from the base plate wherein, when the base plate is positioned for supporting a structure, the upper plate is adjacent to the structure for securing the upper plate to the structure. A tubular member is mounted to the seat and adapted to slidably receive structural piers. A planar support plate is distally spaced from and parallel to the base plate. Each of a pair of side plates extend between an opposite side edge of the base plate and the support plate.